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HomeMy WebLinkAboutItem B1 B1 BOARD OF COUNTY COMMISSIONERS COUNTY of MONROE Mayor James K.Scholl,District 3 The Florida Keys Mayor Pro Tern Michelle Lincoln,District 2 Craig Cates,District 1 David Rice,District 4 Holly Merrill Raschein,District 5 Special Board of County Commissioners Meeting Meeting April 28, 2025 Agenda Item Number: B1 2023-3837 BULK ITEM: No DEPARTMENT: Planning & Environmental Resources TIME APPROXIMATE: STAFF CONTACT: Devin Tolpin or Emily Schemper AGENDA ITEM WORDING: A Public Hearing to Consider a Request for BOCC Approval of a Development Agreement Received from Bart Smith of Smith Hawks P.L. for Development Applicants Blackstone Group Tavernier 925 LLC and VC Tavernier LLC. This Request Relates to a Proposal to Develop 86 Attached Deed-Restricted Affordable Workforce Dwelling Units, a 49,340 Square Foot Nonresidential Commercial Retail Structure, and an institutional use in the form of office space for a local not-for-profit.No Structures Shall Be Higher Than Thirty-Eight (38) Feet. The Subject Property Is Described as a Parcel of Land in Section 27, Township 62 South, Range 38 East, Tavernier, Monroe County, Florida, Currently Having Parcel ID Numbers 00089490-000000 and 00490250-000000 (Monroe County Planning and Environmental Resources Department File No. 2024-041). ITEM BACKGROUND: This application for a development agreement relates to a proposal to develop a property with a commercial retail use within a single structure totaling 49,340 square feet, an institutional use in the form of 350 square feet of office space for a local non-profit organization, and eighty-six (86) attached affordable workforce housing dwelling units, designated as employee housing. The subject property is located at 92501 Overseas Highway, Tavernier, Florida and is currently assessed by the Monroe County Property Appraiser's Office as Parcel ID Numbers 00490250-000000 and 00089490-000000 (the "Property"). Community Meeting and Public Participation In accordance with Monroe County Land Development Code (LDC) Section 110-3(b), a Community Meeting was held on December 19, 2024, via Zoom to provide for public input. Development Review Committee and Public Input The Development Review Committee ("DRC") considered the proposed Development Agreement at a regular meeting on February 24, 2025, and provided for public input. On February 24, 2025, the DRC Chair signed DRC Resolution No. 07-25 recommending that prior to this request for a Development Agreement be scheduled to go before the Monroe County Planning Commission("Planning 3 Commission" or "PC"), four(4) separate issues must be addressed. All items were addressed prior to the Planning Commission public hearing. Planning Commission Hearing and Public Input The Planning Commission held a Special Public Hearing on April 14, 2025. The Planning Commission recommended approval of the proposed Development Agreement with professional staff-recommended edits with revisions to Subsection M., Approval of Conceptual Site Plan; Minor Revisions; Final Site Plan. The Planning Commission also recommended that the BOCC consider the following concerning the conceptual site plan: A bufferyard adjacent to Building E, additional residential green space,pocket parks, and architectural features on Buildings Al and A2. In accordance with LDC Section 130-143, the development of a single nonresidential structure [on the Property] that contains more than 10,000 square feet within this Overlay District shall be subject to the terms and conditions of an approved Development Agreement as defined in LDC Sections 110-132, 110-133, and must include: a. Provisions for the development of 86 workforce housing dwelling units on site. The distribution of said workforce housing units (low, median and moderate)provided on site shall be memorialized and provided for in the Development Agreement; and b. Preferred leasing standards for essential worked of the workforce units; and c. An approved site plan that includes the following in addition to all site requirements in accordance with the Land Development Code: i. A pedestrian walkway connecting the nonresidential parking area to the right of way known as Orange Blossom Road. Required lighting for the pedestrian walkway must be in compliance with LDC Chapter 114, Article VI. ii. If outdoor lighting is proposed, in additional to all requirements of LDC Chapter 114, Article VI, such lighting shall be designed and located such that the maximum illumination measured in footcandles at any exterior property line adjacent to residential uses, not included in this overlay, shall not exceed zero (0) for cutoff and noncutoff lights, with the exception of the pedestrian walkway or any lighting required for life safety, as provided by Monroe County. d. A traffic safety analysis completed as part of the required Traffic Study. The proposed Development Agreement does include all of the components required pursuant to LDC Section 130-143. A traffic safety analysis was completed as part of the required Traffic Study. Comments and recommendations from the County's Transportation Consultant, AECOM, regarding the submitted traffic safety analysis ("Updated Crash Report") are included as Attachment 3 to this Professional Staff Report for consideration. In accordance with LDC Section 110-132, the development agreement provides assurance to a developer that upon receipt of his permits under the County's Comprehensive Plan and Land Development Code he or she may proceed in accordance with existing ordinances and regulations, subject to the conditions of the development agreement. The potential public benefit of this article would be to strengthen the public planning process, encourage private participation in comprehensive planning, and reduce the economic costs of development. A development agreement is in addition to all other local development permits or approvals required by the County's land development regulations and Comprehensive Plan. A development agreement does not relieve the developer of the necessity of complying with all county Comprehensive Plan provisions and the Land Development Code in effect on the date that the agreement is executed. The Development Agreement Approval Procedures are set forth in LDC Section 110-133. The BOCC has authority to enter into a development agreement by resolution with any person having a legal or 4 equitable interest in real property located within the unincorporated areas of the county if, the development agreement meets all of the requirements of the Florida Local Government Development Agreement Act, F.S. §§ 163.3220163.3243; provided, however, that the duration of the development agreement shall not exceed ten (10)years, and any duration specified in a development agreement shall supersede any conflicting duration otherwise specified in the Land Development Code. Pursuant to LDC Section 110-133, the BOCC shall have authority to enter into a development agreement by resolution with any person having a legal or equitable interest in real property located within the unincorporated areas of the county if: • The development agreement meets all of the requirements of the Florida Local Government Development Agreement Act, F.S. §§ 163.3220163.3243;provided, however, that the duration of the development agreement shall not exceed ten(10)years, and any duration specified in a development agreement shall supersede any conflicting duration otherwise specified in this chapter; • The development was initially approved pursuant to a development order issued prior to the effective date of the ordinance from which this article is derived or is proposed by another governmental entity; • The development agreement shall be considered at two (2)public hearings with the first public hearing conducted by the Planning Commission; and approved by the BOCC at the second public hearing, or thereafter; • Notice of such public hearings shall be given in accordance with both F.S. § 163.3225, and LDC Section 110-5. • Submission of an application for development agreement, in a form specified by the Planning Director and accompanied by a nonrefundable fee. Pursuant to LDC Section 110-133(b)(1), a development agreement shall include the following: 1. A legal description of the land subject to the agreement, and the names of its legal and equitable owners: The Property is owned by VC Tavernier LLC and Blackstone Group Tavernier, 925, L.L.C. In the development agreement, a full legal description of the Property and warranty deed(s) are provided in Exhibit A. Ownership is also described in Section I on Page 1 [of the agreement]. 2. The duration of the agreement: The duration is described in the agreement is in Section III. Agreement Requirements, C. Duration of Agreement. The proposed duration is to remain in effect until either�l The expiration of ten (10) years from the "Effective Date" as defined herein; or k2.�Issuance of the certificate of occupancy for the nonresidential structure and issuance of all certificates of occupancy for all of the eighty-six (86) affordable workforce housing dwelling units, whichever occurs sooner. This Agreement may be extended through an amendment to the Agreement and approval in compliance with the public hearing requirements of F.S. § 163.3225 (2024) and LDC Section 110-133(a)(3)—(4). Professional staff is recommending minor edits to this language as depicted in Attachment 2 in order to be reflective of the development that is proposed and specifies that if the issuance of certificates of occupancy were to conclude the effectiveness of the agreement, it would include both nonresidential structures (commercial retail and institutional office). 3. The development uses permitted on the land, including population densities, and building intensities 5 and height: The development uses permitted are described in the agreement in Section III. D. Permitted Uses. As depicted in Attachment 2 to this Professional Staff Report,professional staff is recommending that only the uses that are specifically included on the proposed site plan be included in the development agreement. The proposed uses include commercial retail, institutional limited to office space for a local non-profit organization, and attached residential dwelling units designated as employee housing. The population density proposed is 86 dwelling units, which is the maximum total residential development potential that shall be permitted on this Property (see LDC Section 130-143). The proposed nonresidential intensity shall be 49,690 square feet of floor area, which is under the maximum nonresidential development potential of 49,900 square feet. The height of any new residential structure on the Property shall not exceed thirty-eight (38) feet. The height of the residential structures identified as Buildings "Al" and"A2," as shown on the Site Plan, shall be measured from a grade elevation of 8.9 feet NGVD. The height of the residential structures identified as Buildings `B," "C," "D," `B," and the "Clubhouse," as shown on the Site Plan, shall be measured from a grade elevation of 7.5 feet NGVD. The height of any new nonresidential structure on the Property shall not exceed 35 feet, except as allowed by Section 131-2 of the LDC. The height of the nonresidential structure, as shown on the Site Plan, shall be measured from a grade elevation of 8.9 feet NGVD. 4. A description of public facilities that will service the development, including who shall provide such facilities; the date any new facilities, if needed, will be constructed; and a schedule to assure public facilities are available concurrent with the impacts of the development: A description of public facilities is stated in Section III. F. Public Facilities. 1. The Florida Keys Aqueduct Authority ("FKAA")provides domestic potable water to the Property. The FKAA shall provide sufficient meters for the proposed development. In addition, the FKAA shall meter accessory development accordingly. 2. Florida Keys Electric Cooperative ("FKEC")provides electric service to the Property. FKEC shall provide sufficient meters required for the proposed development. In addition, FKEC shall meter accessory development accordingly. 3. Solid waste service is provided to the Property by a solid waste collection system franchised by Monroe County. 4. The Property shall be and is required to be connected to central sewer via the Key Largo Wastewater Treatment District("KLWTD"). 5. Based on the Level III traffic study performed and preliminary traffic concurrency review, the proposed development is projected to generate 2,184 daily trips on Segment 22, which currently has a remaining capacity of 12,500 trips. However, this proposed development is projected to generate 1,638 daily trips on Segment 21, which exceeds the remaining capacity of Segment 21 (Plantation). This proposed development is currently within 5%below Level of Service ("LOS") C. In order to be in compliance with Monroe County Comprehensive Plan Policies 301.1.1, 301.1.2, 301.2.2, 301.2.3 and 301.2.4 as well as LDC Sections 114-2(a)(1)(a.), (b.), and (c.), mitigation or sufficient evidence acceptable to Monroe County that the potential trip generation does not exceed LOS C, must be provided prior to issuance of a building permit for the proposed development. Mitigation may be in the form of specific improvements or proportioned shared contribution towards improvements and strategies identified by the County and/or the Florida Department of Transportation("FDOT") to address any level of service degradation beyond LOS 6 C and/or deficiencies. The applicant(s) shall submit evidence of an agreement between the applicant and the FDOT for inclusion in any contract or agreement for improvements to U.S. Highway 1. For roadway improvements required, the applicant(s)/owner(s) may utilize the following,pursuant to LDC Section 114-2(b)(5)(c)(3): a. The necessary facilities and services are in place at the time a development permit is issued; or b. The necessary facilities and services are in place at the time a certificate of occupancy, or its functional equivalent is issued. Prior to commencement of construction, the applicant shall enter into a binding and legally enforceable commitment to the County to assure construction or improvement of the facility; or c. A binding executed contract in place at the time a permit is issued which provides for the commencement of the actual construction of the required facilities or provision of services; or d. An enforceable development agreement guaranteeing that the necessary facilities and services will be in place with the issuance of a permit. An enforceable development agreement may include but is not limited to, development agreements pursuant to F.S. § 163.3220, or an agreement or development order issuance pursuant to Chapter 380, F.S.; or e. A proportionate share contribution that is sufficient to accomplish one or more mobility improvement(s) that will benefit a regionally significant transportation facility. A proposed proportionate fair share mitigation shall be reviewed pursuant to LDC Section 126-2. 6. The Parties hereby acknowledge and agree that any traffic level of service conditions described in this Agreement are preliminary, and only represents a conditional concurrency determination. A final concurrency review shall be completed during building permit review to ensure adequate roadway capacity is confirmed and the adopted level of service is maintained. Based on the preliminary traffic concurrency review, IF the mitigation proposed below is implemented, the proposed development is currently in compliance with Monroe County Comprehensive Plan Policies 301.1.1, 301.1.2, 301.2.2, 301.2.3 and 301.2.4 as well as LDC Sections 114-2(a)(1)(a.), (b.), and (c.). The proposed mitigation includes the following: A monetary payment in the amount of$177,295.80 which constitutes the amount equal to the mitigation of sixteen(16) daily trips, as provided in the mitigation analysis incorporated as Exhibit D. Any future changes to the approved use of the development(redevelopment), as described herein, shall require Monroe County approval, and shall require additional traffic concurrency review at the time of approval pursuant to Monroe County Comprehensive Plan Policy 301.1.1. 5. A description of any reservation or dedication of land for public purposes: There is no reservation or dedication of land for any public purpose contemplated by this Agreement. This is stated in Section III. G. Reservation or Dedication of Land. 6. A description of all local development permits approved or needed to be approved for the development of the land: A description of all local development permits approved or needed to be approved for the development of the land is stated in Section III. N. of the development agreement and included below: 7 a. A Land Development Code text amendment establishing LDC Section 130-143, "Tavernier Commercial Overlay"; and b. A Land Use District("LUD") Map amendment to apply the Tavernier Commercial Overlay to the Property; and c. A Comprehensive Plan text amendment establishing Goal 113, Objective 113-1, and Policy 113- 1.1, "Tavernier Workforce Housing Subarea"; and d. A Major Conditional Use Permit for the development contemplated herein; and e. A Variance granted by the Planning Commission to access standards in Chapter 114, Article VII, of the Land Development Code; and f. An NROGO Allocation Award for all new nonresidential floor area in accordance with LDC Sections 130-143 and 138-48; and g. A reservation of eighty-six (86)workforce housing early evacuation unit allocations via BOCC resolution in accordance with Monroe County Comprehensive Plan Policy 113.1.1; and h. An Alcoholic Beverage Special Use Permit if alcoholic beverages are to be sold upon the premises; and i. Building permits shall be required for the development contemplated herein. The development shall be consistent with all applicable Codes, regulations, and rules, including but not limited to the Monroe County Comprehensive Plan, Monroe County Land Development Code, Monroe County Code of Ordinances, and Florida Building Code; and j. All permits required from and approved by Federal and/or State agencies for the lawful permitted filling of the manmade weir pit currently located on the Property, in addition to building permit approval required for the lawful permitted filling of the aforesaid manmade weir pit currently situated on the Property; and k. All other necessary development approvals that are required under applicable laws, regulations, and rules, including but not limited to pursuant to the Monroe County Land Development Code, Monroe County Code of Ordinances, Monroe County Comprehensive Plan, and Florida Building Code. 1. A finding that the development permitted or proposed is consistent with the local government's comprehensive plan and land development regulations: A finding of consistency is stated in Section III.O. Finding of Consistency. 7. A description of any conditions, terms, restrictions, or other requirements determined to be necessary by the local government for the public health, safety, or welfare of its citizens: Descriptions of the conditions, terms, restrictions and other requirements are provided throughout the agreement. 8. A statement indicating that the failure of the agreement to address a particular permit, condition, term, or restriction shall not relieve the developer of the necessity of complying with the law governing said permitting requirements, conditions, term, or restriction: Section III. R, Compliance with Other Laws and S,No Development Order or Development Permit provide the following: R. Compliance with Other Laws. The failure of this Agreement to address a particular permit, condition, term, or restriction shall not relieve the signatory parties of the necessity of complying with the laws governing said permitting requirements, conditions, terms, or restrictions. S. No Development Order or Development Permit. This Agreement is not and shall not be construed 8 under general or local law to constitute a "Development Order" or a "Development Permit" or like authorization to commence development, nor shall it relieve the Parties of the obligations to obtain necessary development approvals that are required under applicable law under and pursuant to the Monroe County Land Development Code and Comprehensive Plan and this Agreement. PREVIOUS RELEVANT BOCC ACTION: On February 15, 2024, the BOCC adopted Ordinance No. 004-2024 ("the Land Development Code text amendment") to approve a text amendment to the Land Development Code to newly create LDC Section 130-143 in order to establish a"Tavernier Commercial Overlay District" including purpose and intent,NROGO allocation standards, applicability, boundary, and maximum development potential for those certain parcels located at 92501 Overseas Highway, Key Largo, currently having Property ID Nos. 0089490-000000 and 00490250-000000. On May 17th, 2024, the State via the Department of Commerce issued Commerce Final Order No. COM-24-020 rejecting the Land Development Code text amendment(the "Ordinance")based upon the State's determinations that it was: 0 Inconsistent with the Principles for Guiding Development in the Florida Keys Area of Critical State Concern,k2�Inconsistent with the adopted Monroe County Comprehensive Plan and Tavernier Livable CommuniKeys Plan ("LCP"), and W Inconsistent and fails to comply with the adopted Monroe County Land Development Code. Later, on June 27th, 2024, the State via the Department of Commerce issued Commerce Amended Final Order No. COM-24-020 approving that previously rejected Ordinance(No. 004-2024) stating the following: On December 11, 2024, the Monroe County BOCC adopted Ordinance No. 030-2024, approving an amendment to the Comprehensive Plan to newly create Goal 113, Objective 113.1, and site specific sub-area ("Tavernier Workforce Housing Subarea 1), applicable to a portion of the Property. The site specific subarea is detailed later in this report. On December 11, 2024, the Monroe County BOCC adopted Ordinance No. 029-2024, approving an amendment to the Official Land Use District Map to apply the Tavernier Commercial Overlay to the Property. CONCURRENT APPLICATIONS: Monroe County Planning & Environmental Resources Department File No. 2022-012: An Application requesting approval of a Major Conditional Use Permit(Major CUP) for the development of a new commercial retail use within a 49,340 square foot nonresidential structure, 86 attached, workforce housing dwelling units designated as employee housing, and an institutional use in the form of 350 square feet of office space, on the Property. On April 14, 2025, the Monroe County Planning Commission continued this request to a future date. Monroe County Planning & Environmental Resources Department File No. 2025-010: An application requesting a Planning Commission variance to access standards set forth in Chapter 114, Article VII of the Land Development Code (LDC). Approval would result in an access drive to U.S. 1 that is spaced less than the required 400 feet from the Garden Street curb cut in order to facilitate the proposed development of the Property. The Monroe County Planning Commission approved this 9 request for a variance to access standards on April 14, 2025. Monroe County Planning & Environmental Resources Department File No. 2025-020: On February 19, 2025, the Monroe County BOCC passed and adopted Resolution No. 118-2025 approving a request by the property owners for a temporary construction staging area special permit to allow a temporary construction staging area on the Property pursuant to Monroe County Code of Ordinances Section 6-3, through October 31, 2025, for the Florida Keys Aqueduct Authority and its contractors to allow construction work on portions of U.S. 1. Monroe County Planning & Environmental Resources Department File No. 2025-045: An application requesting an amendment to the temporary construction staging area special permit granted through BOCC Resolution No. 118-2025. The BOCC approved the amendment to the temporary construction staging area on March 12, 2025. INSURANCE REQUIRED: No CONTRACT/AGREEMENT CHANGES: N/A STAFF RECOMMENDATION: Planning and Environmental Resources Department professional staff recommends approval of the proposed Development Agreement with professional staff-recommended edits as depicted in Attachment 1. DOCUMENTATION: 202 -01_BOCC_Reso.pdf Exhibit_1_to_Resolution—Development_Agree ent.pdf Exhibits to Exhibit 1_Development Agreement Professional Staff Report (SR) 2024-041_BOCC_4.28.2025.pdf Attachment 1 to Staff Report_Development Agreement Draft w_Staff Edits.pdf Attachment 2 to Staff Report_Crash Report and Truck Path Analysis Comments.pdf Institutional Use_Traffic Impact.pdf Crash Report.pdf Traffic Study Dec 2024.PDF Truck Path Analysis.pdf Clear Sight Triangle Analysis.pdf Florida Division of Corporations (Sunbiz)Entry for VC Tavernier LLC.pdf Florida Division of Corporations (Sunbiz)Entry for Blackstone Group Tavernier 925 LLC.pdf FINANCIAL IMPACT: N/A 10 a 14 W MONROE COUNTY BOARD OF COUNTY COMMISSIONERS RESOLUTION NO. -2025 A RESOLUTION OF THE MONROE COUNTY BOARD OF COUNTY COMMISSIONERS APPROVING A DEVELOPMENT AGREEMENT BETWEEN THE MONROE COUNTY BOARD OF COUNTY COMMISSIONERS AND VC TAVERNIER LLC AND BLACKSTONE GROUP TAVERNIER 925 L.L.C. THIS DEVELOPMENT AGREEMENT RELATES TO THE PROPOSED DEVELOPMENT OF 86 ATTACHED DEED RESTRICTED AFFORDABLE WORKFORCE DWELLING UNITS, A COMMERCIAL RETAIL USE WITHIN A SINGLE 49,340 SQUARE FOOT STRUCTURE,AND 350 SQUARE FEET OF INSTITUTIONAL OFFICE SPACE FOR A LOCAL NON- PROFIT ON THE SUBJECT PROPERTY. NO STRUCTURES SHALL BE HIGHER THAN 38 FEET. THE SUBJECT PROPERTY IS DESCRIBED AS PARCELS OF LAND IN SECTION 27, TOWNSHIP 62 SOUTH, RANGE 38 EAST, TAVERNIER, MONROE COUNTY, FLORIDA, CURRENTLY HAVING PARCEL IDENTIFICATION NUMBERS 00089490- 000000 AND 00490250-000000.' WHEREAS, during a scheduled special public meeting held on April 28, 2025, the Monroe County Board of County Commissioners ("BOCC", "Monroe County", "Board", or the "County") conducted a public hearing to review and consider a request filed by Bart Smith of Smith Hawks P.L. on behalf of Blackstone Group Tavernier 925 L.L.C. and VC Tavernier, LLC (hereinafter the "developers", "applicants", or "owners"), for a Development Agreement in accordance with Chapter 110, Article V, Sections 110-132 and 110-133 of the Monroe County Land Development Code ("LDC") and Florida Statutes Sections 163.3220 et. seq., the "Florida Local Government Development Agreement Act"; and WHEREAS, the subject property is located at 92501 Overseas Highway, Tavernier, and is described as parcels of land in Section 27, Township 62 South, Range 38 East, Tavernier, Monroe County, Florida, currently having Parcel Identification Numbers 00089490-000000 and 00490250-000000; and WHEREAS, the instant development agreement relates to the redevelopment of the subject property with a commercial retail use within a single 49,340 square foot structure, a 350 square foot institutional office use for the non-profit AH Monroe, and eighty-six (86) attached affordable workforce housing dwelling units pursuant to LDC Sections 130-93, 130-143, and Monroe County Comprehensive Plan Goal 113, Objective 113.1, and Policy 113.1.1; and 'Monroe County Planning and Environmental Resources Department File No.2024-041. 1 of 5 11 WHEREAS, during a regularly scheduled public meeting held on February 24, 2025, the Development Review Committee ("DRC") of Monroe County conducted a review and consideration of a request received from Bart Smith of Smith Hawks P.L., on behalf of Blackstone Group Tavernier 925 L.L.C. and VC Tavernier LLC, for BOCC approval of a Development Agreement in accordance with Chapter 110, Article V, Sections 110-132 and 110-133 of the LDC and Florida Statutes Sections 163.3220 et. seq., the "Florida Local Government Development Agreement Act"; and WHEREAS, DRC Resolution No. 07-25, signed by the DRC Chair and Senior Director of the Planning and Environmental Resources Department,recommended that prior to this request for a Development Agreement be scheduled to go before a Monroe County Planning Commission Public Hearing, the following must be addressed: 1. The Applicant(s) must update both the associated Major Conditional Use Permit ("CUP")2 and this subject file so as to be consistent regarding proposed land uses; and 2. The Applicant(s) must submit plans that depict all land uses proposed and associated documentation necessary in order to demonstrate compliance with the requirements of the Monroe County Land Development Code and Comprehensive Plan; and 3. The Applicant(s) must submit a revised Traffic Study that references all proposed land uses; and 4. The Traffic Study, Mitigation Report, and Traffic Safety Study must be approved and determined to be adequate by County staff to demonstrate compliance with the Land Development Code and Comprehensive Plan. Once these concerns are addressed, the DRC recommends approval of the proposed Development Agreement with staff recommended edits as depicted in Attachment 2 to the 2/5/2025 Professional Staff Report. WHEREAS, the concerns identified at the DRC meeting and in the professional staff report dated 2/5/2025 have been addressed and determined to be adequate by staff, and WHEREAS, during a scheduled special public meeting held on April 14, 2025, the Planning Commission conducted a public hearing to review and consider a request filed by Bart Smith of Smith Hawks P.L., on behalf of Blackstone Group Tavernier 925 L.L.C. and VC Tavernier LLC, for BOCC approval of a Development Agreement in accordance with Chapter 110, Article V, Sections 110-132 and 110-133 of the Monroe County Land Development Code and Florida Statutes Sections 163.3220 et. seq., the "Florida Local Government Development Agreement Act"; and WHEREAS, on April 14, 2025, the Monroe County Planning Commission recommended approval of the proposed Development Agreement with staff-recommended edits with revisions to Subsection M., Approval of Conceptual Site Plan; Minor Revisions; Final Site Plan. The Monroe County Planning Commission also recommended that the BOCC consider the following concerning the conceptual site plan: A bufferyard adjacent to Building E, additional residential green space,pocket parks, and architectural features on Buildings Al and A2; and 2 Monroe County Planning and Environmental Resources Department File No.2022-012. 2of5 12 WHEREAS, Monroe County Planning and Environmental Resources Department professional staff have incorporated the revisions requested by the Monroe County Planning Commission to Subsection M., Approval of Conceptual Site Plan; Minor Revisions; Final Site Plan, into the proposed Development Agreement with professional staff-recommended edits as depicted in Exhibit 1 to this Resolution; and WHEREAS,based upon the information and documentation submitted, the BOCC enters the below findings of fact: 1. The subject property is located within the Suburban Commercial ("SC") Land Use District("LUD") category; and 2. The subject property is located within the Tavernier Creek to Mile Marker 97 U.S. Highway 1 Corridor District Overlay ("TC"); and 3. The subject property is located within the Tavernier Commercial Overlay District; and 4. The subject property is located within the Mixed Use/ Commercial ("MC") Future Land Use Map ("FLUM") category; and 5. A portion of the subject property is located within the "Tavernier Workforce Housing Subarea 1"; and 6. The subject property is within a Tier III district on the Monroe County Tier Overlay District Map; and 7. On December 19, 2024, a community meeting was held to discuss the proposed development agreement in accordance with Monroe County Land Development Code Section 110-3(b); and 8. On February 24, 2025, the proposed development agreement was reviewed by the DRC; and 9. On April 14,2025,the proposed development agreement was reviewed by the Planning Commission. WHEREAS,based upon the information and documentation submitted, the BOCC enters the below conclusions of law: 1. The subject request is consistent with the provisions and intent of the Monroe County Land Development Code; and 2. The subject request is consistent with the provisions and intent of the Monroe County Year 2030 Comprehensive Plan; and 3. The subject request is consistent with the Principles for Guiding Development in the Florida Keys Area of Critical State Concern; and 4. The Development Agreement, among other things, is intended to and shall constitute a development agreement among the parties pursuant to the Florida Local Government Development Agreement Act, Section 163.3223, et seq., Florida Statutes. 3 of 5 13 NOW THEREFORE, BE IT RESOLVED BY THE BOARD OF COUNTY COMMISSIONERS OF MONROE COUNTY, FLORIDA: Section 1. Recitals. The foregoing title, recitals, findings of fact, and conclusions of law are true and correct and are hereby incorporated as if fully stated herein. Section 2. The entirety of the record of the public hearing to consider this request at the BOCC's special call April 28 h, 2025, BOCC meeting is hereby fully incorporated as if fully stated herein. Section 3. In addition, the analysis, findings of fact, and conclusions of law in the Monroe County Planning and Environmental Resources Department ("Department") professional staff report accompanying this BOCC agenda item provided to the BOCC by Department Planning and Development Review Manager'Devin Tolpin, A.LC.P.,4 C.F.M.,5 and through Department Senior Director6 Emily Schemper, A.I.C.P., C.F.M., are moreover adopted as the BOCC's own analysis, findings of fact, and conclusions of law, and the BOCC hereby incorporates said professional staff report as if fully set forth herein. Section 4. The record, including but not limited to the foregoing analysis,findings of fact, and conclusions of law, supports the Monroe County Board of County Commissioners' decision to APPROVE this request from Bart Smith of Smith Hawks P.L. on behalf of Blackstone Group Tavernier 925 L.L.C. and VC Tavernier LLC for BOCC approval of a Development Agreement,with professional staff-recommended edits, between this approving BOCC and Blackstone Group Tavernier 925 L.L.C. and VC Tavernier, LLC, incorporated herein as Exhibit 1. Section 5. To the extent of any internal or external conflicts, inconsistencies, and/or ambiguities, within this Resolution or between this Resolution and the Monroe County Code of Ordinances, Florida Building Code, Monroe County Land Development Code,Monroe County Comprehensive Plan, or any other approval of the Monroe County Board of County Commissioners, Monroe County Planning Commission, Monroe County Development Review Committee, Monroe County Planning&Environmental Resources Department, or other department or office of Monroe County, the more restrictive rule, regulation, law, provision, and/or text shall always apply. Section 6. Subject to Section 5. above, the interpretation of this Resolution and all provisions of the Monroe County Comprehensive Plan, Florida Building Code, Monroe County Codes, Florida Statutes, and foodplain management regulations whose interpretation arise(s) out of, relate to, or is/are interpreted in connection with this Resolution, shall be liberally construed and enforced in favor of Monroe County, and such interpretation shall be entitled to great weight in adversarial administrative proceedings, at trial, in bankruptcy, and on appeal. Section 7. This Resolution neither ratifies nor approves, nor shall be interpreted as ratifying or approving, any violation or violations of the Monroe County Code of Currently Department Senior Director. 4 American Institute of Certified Planners(A.LC.P.)Certification. 'Association of State Floodplain Managers(A.S.F.M.)—Certified Floodplain Manager(C.F.M.). 6 Now Growth Management Director. 4of5 14 Ordinances, Monroe County Land Development Code, Monroe County Comprehensive Plan, floodplain management regulations, Florida Building Code, Florida Statutes, Florida Administrative Code, or any other law, rule, or regulation, whether Federal or of the State or of Monroe County, and shall not be construed as ratifying or approving of any such violation of law(s), rule(s), or regulation(s). Section 8. Approval of this Resolution shall not estop or waive, nor shall be construed as estopping or waiving, Monroe County's right to enforce, seek enforcement of, and require compliance with the Monroe County Codes, Monroe County Comprehensive Plan, floodplain management regulations, Florida Building Code, Florida Statutes, Florida Administrative Code, or any other law, rule, or regulation, whether at law or in equity. Section 9. Inconsistency, Partial Invalidity, Severability, and Survival of Provisions. If any provision of this Resolution, or part or any portion thereof, is held to be invalid or unenforceable in or by any administrative hearing officer or court of competent jurisdiction, the invalidity or unenforceability of such provision, or any part or portion thereof, shall neither limit nor impair the operation, enforceability, or validity of any other provision of this Resolution, or any remaining part(s) and/or portion(s) thereof. All other provisions of this Resolution, and remaining part(s) and/or portion(s)thereof, shall continue unimpaired in full force and effect. Section 10. Effectiveness. This Resolution shall take effect as provided by law. PASSED AND ADOPTED by the Monroe County Board of County Commissioners at a special call BOCC meeting held in Marathon, Florida, on April 28 h, 2025. Mayor James Scholl, District 3 Mayor Pro Tem Michelle Lincoln, District 2 Commissioner Craig Cates, District 1 Commissioner David Rice, District 4 Commissioner Holly Merrill Raschein, District 5 BOARD OF COUNTY COMMISSIONERS OF MONROE COUNTY, FLORIDA By: MAYOR JAMES SCHOLL (SEAL) ATTEST: KEVIN MADOK, CLERK AS DEPUTY CLERK u0NAOE COUNTY ATTORNEY , ._ Dam 5 of 5 15 DEVELOPMENT AGREEMENT This DEVELOPMENT AGREEMENT("Agreement") is entered into on this day of 2025, by and between the MONROE COUNTY BOARD OF COUNTY COMMISSIONERS ("BOCC", "Board", "Monroe County", or the "County"), and BLACKSTONE GROUP TAVERNIER 925, L.L.C., a Florida-registered limited liability company ("Blackstone"), its heirs, assigns, and successors-in-interest and VC TAVERNIER, LLC, a Florida-registered limited liability company("Vestcor"), its heirs, assigns, and successors- in-interest (Blackstone and Vestcor each hereinafter referred to individually in the singular as a "Party" or together in the collective as the "Parties"), pursuant to Monroe County Land Development Code Sections 110-132110-133 and Florida Statutes §§ 163.3220-3243 (2024), which Monroe County and the Parties mutually agree bind and control this Agreement as of and after the "Effective Date" set forth herein: WITNESSETH: Monroe County and the Parties hereto hereby agree as follows: I. RECITALS A. This Agreement involves the redevelopment of property located at 92501 Overseas Highway,Tavernier,Monroe County,Florida, currently having Parcel ID Numbers 00490250-000000 and 00089490-000000 (the"Property"), the legal description of which is contained in Exhibit A. B. Monroe County and the Parties have the authority to enter into this Agreement pursuant to Florida Statutes §§ 163.3220 163.3243 (2024)1 and Monroe County Land Development Code Sections 110-132110-133. C. Monroe County and the Parties recognize that the public noticing and hearing procedures shall follow the requirements of Fla. Stat. § 163.3225 (2024) and Monroe County Land Development Code Sections 110-133(a)(3)—(4), which require public hearings before the Planning Commission and the Board of County Commissioners to consider approval of a Development Agreement. D. The Property, located at 92501 Overseas Highway, Tavernier,Florida, is generally described as follows: 1. Blackstone and Vestcor own, in fee simple, that certain real property located at 92501 Overseas Highway, Tavernier, Florida. A copy of the Warranty Deeds evidencing the Parties' ownership interest are attached hereto and incorporated herein as Exhibit A. The"Florida Local Government Development Agreement Act."Fla. Stat. § 163.3220(l)(2024). Page 1 of 28 16 2. As of the date of this Agreement, the Property is assessed by the Monroe County Property Appraiser's Office as Parcel ID Numbers 00490250- 000000 and 00089490-000000 the boundaries of which are depicted on the submitted boundary surveys incorporated herein as Exhibits B and C. 3. The Monroe County Comprehensive Plan designates the Property as Mixed Use/Commercial ("MC") on its Future Land Use Map ("FLUM"). 4. The Monroe County Land Use District ("LUD") Map designates the Property as Suburban Commercial ("SC"). 5. The Monroe County Tier Overlay District Map designates the Property as Tier III(infill area). 6. The Property consists of 19.33 acres of gross area, consisting of 14.51 upland acres and 4.82 acres of mangroves. 7. The Property is required to receive a Nonresidential Rate of Growth Ordinance ("NROGO") allocation for any new nonresidential floor area to be constructed on the Property and is required to receive a Rate of Growth Ordinance ("ROGO") allocation for any new dwelling units to be constructed on the Property. II. PURPOSE A. The overall purpose of this Agreement is to allow for the Property's redevelopment with a commercial retail use within a single, approximately 49,340 square foot structure, as shown in the conceptual site plan, an institutional office use for the non-profit AH Monroe, not to exceed 350 square feet, resulting in no more than a total of 49,900 square feet of nonresidential floor area in any event, and eighty-six (86) attached affordable workforce housing dwelling units pursuant to Monroe County Land Development Code Sections 130-93, 130-143, and Comprehensive Plan Goal 113, Objective 113.1, and Policy 113.1.1. B. This Agreement provides for the redevelopment of the Property utilizing, as part of its overall development, up to a forty-nine thousand and nine-hundred square foot (49,900 s.f.)NROGO allocation from Monroe County,pursuant to Monroe County Land Development Code Section 130-143 and Chapter 138, Article III and eighty- six (86) workforce housing early evacuation building permit allocations, pursuant to Comprehensive Plan Goal 113, Objective 113.1, and Policy 113.1.1. III. AGREEMENT REQUIREMENTS A. Recitals. The foregoing recitals are true and correct and are hereby incorporated as if fully set forth herein. B. Legal Description and Ownership. The legal description of the Property is set forth in Exhibit A. Page 2 of 28 17 C. Duration of Agreement. This Development Agreement shall remain in effect until either W) The expiration of ten (10) years from the "Effective Date" as defined herein; or (2.) Issuance of the certificate of occupancy for both nonresidential structures and issuance of all certificates of occupancy for all of the eighty-six (86) affordable workforce housing dwelling units, whichever occurs sooner. This Agreement may be extended through an amendment to the Agreement and approval in compliance with the public hearing requirements of Fla. Stat. § 163.3225 (2024) and Monroe County Land Development Code Section 110-133(a)(3)—(4). For the effective duration of this Agreement, the Parties agree that development applied for pursuant to this Agreement shall comply with and be controlled by this Agreement, the Monroe County Land Development Code ("LDC"), and the Monroe County Comprehensive Plan governing the development of the land in effect on the effective date of this Agreement. D. Permitted Uses. 1. The Property is currently within the SC LUD and has a corresponding MC FLUM designation. 2. Per LDC Section 130-46: "The purpose of the SC district is to establish areas for commercial uses designed and intended primarily to serve the needs of the immediate planning area in which they are located. This district should be established at locations convenient and accessible to residential areas to reduce trips on U.S. V'- 3. In accordance with LDC Section 130-93(a),the following uses are permitted as of right in the Suburban Commercial district: (5)Institutional uses; 4. In accordance with LDC Section 130-93(c), "the following uses are permitted as major conditional uses in the Suburban Commercial district subject to the standards and procedures set forth in Chapter 110, Article III: (1)Commercial retail uses of low and medium intensity,and of greater than 10,000 square feet in floor area,provided that access to U.S. 1 is by way of: (a) an existing curb cut; (b) a signalized intersection; or (c) a curb cut that is separated from any other curb cut on the same side of U.S. 1 by at least 400 feet." 5. In accordance with LDC Section 130-93(c), "the following uses are permitted as major conditional uses in the Suburban Commercial district subject to the standards and procedures set forth in Chapter 110, Article III: Page 3 of 28 18 (9) Attached and detached dwellings involving more than 18 units, designated as employee housing as provided for in LDC Section 139- 1." 6. Monroe County LDC Section 130-143 provides in pertinent part: (a) Purpose and Intent. The purpose of the Tavernier Commercial Overlay District is to implement applicable goals, objectives, and policies of the Comprehensive Plan and to allow larger-scale nonresidential development in a scarified area of the Upper Keys that primarily serves the needs of permanent residents of the Upper Keys. The intent is to provide accessible nonresidential uses to permanent residents of the Upper Keys, while maintaining the character of Tavernier. (b) Boundary. The Tavernier Commercial Overlay shall be shown as an overlay district on the Official Land Use District map. The Tavernier Commercial Overlay District shall be shown as the boundary of the parcels with Monroe County Parcel ID numbers 00490250-000000 and 00089490- 000000, and depicted in the map below: Key ILargo N9 Approx. M:M 9215 �. n, r __.. Ir r a r 00490250-000000 t (c) Applicability. Development within the Tavernier Commercial Overlay District shall be subject to the following standards: 1. An amendment to the Official Land Use District Map is required and such overlay shall be shown on the Official Land Use District Map. Page 4 of 28 19 2. The development of a single nonresidential structure that contains more than 10,000 square feet within the Overlay District shall be subject to the terms and conditions of an approved Development Agreement as defined in sections 110- 132, 113-133, and must include: a. Provisions for the development of 86 workforce housing dwelling units on site. The distribution of said workforce housing units (low, median and moderate) provided on site shall be memorialized and provided for in the Development Agreement; and b. Preferred leasing standards for essential workers of the workforce units; and c. An approved site plan that includes the following in addition to all site requirements in accordance with the Land Development Code: i. A pedestrian walkway connecting the nonresidential parking area to the right of way known as Orange Blossom Road. Required lighting for the pedestrian walkway must be in compliance with Chapter 114, Article VI. ii. If outdoor lighting is proposed, in addition to all requirements of Chapter 114, Article VI, such lighting shall be designed and located such that the maximum illumination measured in footcandles at any exterior property line adjacent to residential uses, not included in this overlay,shall not exceed zero (0) for cutoff and noncutoff lights, with the exception of the pedestrian walkway or any lighting required for life safety, as provided by Monroe County. d. A traffic safety analysis completed as part of the required Traffic Study. 3. All property lines adjacent to U.S. 1 shall provide a Class E Scenic Corridor Buffer. 4. All development shall be permitted in accordance with the permitted and conditional use requirements of Chapter 130, Article III, Permitted and Conditional Uses. Page 5 of 28 20 5. Industrial uses are not permitted within the Overlay. Notwithstanding the preceding sentence, industrial uses determined to be lawfully nonconforming existing uses within the Overlay are permitted to remain, and operate, until such time as a building permit is issued for the nonresidential structure of more than 10,000 square feet. (d) Maximum Development Potential. 1. There shall be no allocated or maximum net density standards available for residential market-rate or transient dwelling units. 2. The Tavernier Commercial Overlay District shall be limited to a maximum total development potential of: a. 49,900 square feet of nonresidential floor area; and b. Eighty-six (86) deed restricted workforce housing dwelling units; and c. Accessory uses and structures (e) NROGO Allocations. Notwithstanding Section 138-51,the Tavernier Commercial Overlay District shall have the following NROGO allocation standards provided that the criteria set forth in subsections (f), (g) and(h) are satisfied: 1. Maximum allocation of nonresidential floor area. The amount of nonresidential floor area to be allocated or transferred to the Tavernier Commercial Overlay District shall be limited to a maximum of 49,900 square feet. 2. Maximum floor area per structure. A single nonresidential principal structure within the Tavernier Commercial Overlay District shall be permitted to receive an allocation that expands the structure to more than 10,000 square feet, but not to exceed a maximum of 49,900 square feet of nonresidential floor area. (f) No building permit shall be issued for a structure receiving an NROGO Allocation or transfer that would expand a nonresidential structure within the Overlay to more than 10,000 square feet unless and until building permits for all 86 workforce housing units have been issued. (g) All new residential units developed within the Overlay shall be subject to the ROGO permit allocation system or transfer of ROGO exemptions of existing lawfully established permanent market rate affordable dwelling units that have less than five years remaining on the required deed restriction pursuant to Section 138-22(b)(4)(b). (h) Prior to the issuance of a Certificate of Occupancy for a nonresidential structure that is more than 10,000 square feet: Page 6 of 28 21 1. At least 50% (43) of the required 86 workforce housing units must have received a Temporary Certificate of Occupancy; and 2. All required 86 workforce housing units must have received approved foundation inspections. (i) All other provisions of the Comprehensive Plan, Tavernier Livable Communikeys Plan, the Tavernier Creek to Mile Marker 97 US Highway Corridor Development Standards and Guidelines and the Land Development Code apply unless expressly exempted herein. 8. The Monroe County Year 2030 Comprehensive Plan has been amended so as to establish Goal 113, Objective 113.1, and Policy 113.1.1, which established the"Tavernier Workforce Housing Subarea 1". 9. Monroe County Year 2030 Comprehensive Plan Goal 113, Objective 113.1, and Policy 113.1.1 provides, in pertinent part: GOAL 113 Monroe County shall manage future growth to enhance the quality of life and safety of County residents and to prioritize the provision of workforce housing that is safe,code compliant,and resilient. To incentivize the supply and address the inadequate availability of workforce housing near Upper Keys employment centers, the County shall provide for the development of site-specific land use mechanisms, and the allocation of workforce housing early evacuation building permit allocations pursuant to the Workforce-Affordable Housing Initiative from Monroe County. OBJECTIVE 113.1 Monroe County shall create site-specific subareas located in Tavernier which permit the allocation of workforce housing early evacuation building permit allocations pursuant to the Workforce-Affordable Housing Initiative to facilitate the development of workforce housing in suitable areas located in close proximity to Upper Keys employment centers (Islamorada, Tavernier, and Key Largo). All site-specific subareas located in Tavernier shall require a Policy defining the development restrictions and allowances for the subarea. POLICY 113.1.1 TAVERNIER WORKFORCE HOUSING SUBAREA 1 The purpose of the Tavernier Workforce Housing Subarea 1 is to implement applicable goals, objectives, and policies of the Comprehensive Plan to promote and facilitate development of workforce housing to meet the needs of the Upper Keys and Monroe County. 1. Boundary. The Tavernier Workforce Housing Subarea 1 shall consist of a portion of property having Parcel Identification Number Page 7 of 28 22 00089490-000000, as legally described and depicted on the map below: A portion of Lot 6, MacDonald's Plat lying Easterly of the Easterly right of way line of Old State Road 4-A, and Recorded in Plat Book 1, at Page 64 of the Public Records of Monroe County, Florida. w I/I 5 a v, r y k d 2. Rate of Growth Ordinance Allocations. a. Notwithstanding Comprehensive Plan Policies 1013.12(a) and 101312(k) and LDC Sections 138-24(e)(2)(a)and 138-24(e)(2)(k), the Tavernier Workforce Housing Subarea 1 shall be eligible to receive up to eighty-six (86) ROGO allocations by means of: i. Award of workforce housing early evacuation building permit allocations from Monroe County pursuant to the Workforce- Affordable Housing Initiative, reserved by means of a BOCC resolution. The BOCC may, at its discretion, place conditions on the reservation. ii. Dwelling units that are constructed and/or deed restricted with workforce housing early evacuation building permit allocations are required to evacuate in Phase 1 of the 48-hr evacuation of a pending major hurricane, pursuant to Policies 101.3.2, 101.3.3 and 101.3.12. E. All workforce housing early evacuation units shall be restricted to rental occupancy for those who derive at least 70% of their income as members of the workforce in Monroe County and who meet the affordable housing income categories of the Monroe County Land Development Code. F. Public Facilities. Based on a preliminary concurrency review, all public facilities identified below are available as of the date of this Agreement, and capacity for each is Page 8 of 28 23 projected to be available concurrent with the impacts of development. A final concurrency review and approval shall be required as part of the building permit approval process. 1. The Florida Keys Aqueduct Authority ("FKAA") provides domestic potable water to the Property. The FKAA will provide sufficient meters for the proposed development. In addition, the FKAA will meter accessory development accordingly. 2. Florida Keys Electric Cooperative ("FKEC") provides electric service to the Property. FKEC will provide sufficient meters required for the proposed development. In addition, FKEC will meter accessory development accordingly. 3. Solid waste service is provided to the Property by a solid waste collection system franchised by Monroe County. 4. The Property is required to be connected to central sewer via Key Largo Wastewater Treatment District("KLWTD"). 5. Based on the Level III traffic study performed and preliminary traffic concurrency review, the proposed development is projected to generate 2,184 daily trips on Segment 22, which currently has a remaining capacity of 12,500 trips. However, the proposed development is projected to generate 1,638 daily trips on Segment 21, which exceeds the remaining capacity of Segment 21 (Plantation). The proposed development is currently within 5% below Level of Service ("LOS") C. In order to be in compliance with Monroe County Comprehensive Plan Policies 301.1.1, 301.1.2, 301.2.2, 301.2.3 and 301.2.4 as well as LDC Sections 114- 2(a)(1)a, b, and c., mitigation or sufficient evidence acceptable to Monroe County that the potential trip generation does not exceed LOS C, must be provided prior to issuance of a building permit for the proposed development. Mitigation may be in the form of specific improvements or proportioned shared contribution towards improvements and strategies identified by the County and/or FDOT to address any level of service degradation beyond LOS C and/or deficiencies. The applicant shall submit evidence of an agreement between the applicant and the FDOT for inclusion in any contract or agreement for improvements to US 1. For roadway improvements required, the applicant/owner may utilize the following,pursuant to LDC Section 114-2(b)(5)(c)(3): a. The necessary facilities and services are in place at the time a development permit is issued; or b. The necessary facilities and services are in place at the time a certificate of occupancy, or its functional equivalent is issued. Prior to commencement of construction,the applicant shall enter Page 9 of 28 24 into a binding and legally enforceable commitment to the County to assure construction or improvement of the facility; or c. A binding executed contract in place at the time a permit is issued which provides for the commencement of the actual construction of the required facilities or provision of services; or d. An enforceable development agreement guaranteeing that the necessary facilities and services will be in place with the issuance of a permit. An enforceable development agreement may include but is not limited to, development agreements pursuant to section 163.3220, F.F., or an agreement or development order issuance pursuant to Chapter 380, F.S., or e. A proportionate share contribution that is sufficient to accomplish one or more mobility improvement(s) that will benefit a regionally significant transportation facility. A proposed proportionate fair share mitigation shall be reviewed pursuant to LDC Section 126-2. 6. The Parties hereby acknowledge and agree that any traffic level of service conditions described in this Agreement are preliminary, and only represents a conditional concurrency determination. A final concurrency review shall be completed during building permit review to ensure adequate roadway capacity is confirmed and the adopted level of service is maintained. Based on the preliminary traffic concurrency review, IF the mitigation proposed below is implemented, the proposed development is currently in compliance with Monroe County Comprehensive Plan Policies 301.1.1, 301.1.2, 301.2.2, 301.2.3 and 301.2.4 as well as LDC Sections 114-2(a)(1)a., b., and c. The proposed mitigation includes the following: A monetary payment in the amount of $177,295.80, which constitutes the amount equal to the mitigation of the impact of sixteen (16) daily trips, as provided in the mitigation analysis incorporated as Exhibit D. Any future changes to the approved use of the development (redevelopment), as described herein, shall require County approval, and shall require additional traffic concurrency review at the time of approval pursuant to Comprehensive Plan Policy 301.1.1. G. Reservation or Dedication of Land. There is no reservation or dedication of land for any public purpose contemplated by this Agreement. Page 10 of 28 25 H. Development Allowed. The following specific criteria are those which will guide the subject redevelopment of the Property with a 49,340 square foot commercial retail use within a single structure, as shown on the conceptual site plan, an institutional office use for the non-profit AH Monroe or similar institutional use, not to exceed 350 square feet, and in no event will the combination thereof exceed 49,900 square feet of nonresidential floor area, and eighty-six (86) attached affordable workforce housing dwelling units, including associated accessory structures and uses, and are the standards by which any further approvals shall be measured and shall be as follows: 1. Provided such development can be designed and approved by all applicable Codes, including but not limited to the Monroe County Comprehensive Plan, Monroe County Land Development Code, Monroe County Code of Ordinances, and the Florida Building Code, the Parties are authorized to redevelop and operate the Property consisting of the following development: a. Eighty-six (86) attached, deed restricted affordable workforce housing dwelling units, designated as employee housing; and b. A single commercial retail structure with approximately 49,340 but not to exceed 49,550 square feet of nonresidential floor area, based on the conceptual site plan included as Exhibit F; and C. An institutional office use for the local non-profit, AH Monroe, as detailed in the Memorandum of Understanding incorporated as Exhibit E, or similar institutional office use, not to exceed 350 square feet of nonresidential floor area; and d. Accessory uses and structures provided they meet the definition of accessory uses and structures as set forth in Land Development Code Section 101-1; and 2. The Property is determined to have the following density and intensity: a. Monroe County and the Parties agree to limit the maximum residential density on the Property to eighty-six (86) affordable workforce housing dwelling units; and b. Monroe County and the Parties agree to limit the maximum nonresidential intensity on the Property to forty-nine thousand and nine-hundred square feet (49,900 s.f.) of nonresidential floor area; and C. This maximum development potential of 86 affordable workforce housing dwelling units and 49,900 square feet of nonresidential floor area shall be considered one hundred percent (100%) of the cumulative development potential of the Property. Page 11 of 28 26 3. Pre-Leasing and Leasing of Workforce Housing Dwelling Units. a. Pursuant to LDC Section 130-143, Monroe County and the Parties agree that the following pre-leasing and leasing standards of the workforce housing dwelling units shall apply: i. At least thirty(30)days prior to the workforce dwelling units being made available for lease to the general public, essential workers located within Monroe County shall have a first right and opportunity to lease a dwelling unit. ii. After construction and the initial leasing of the workforce housing dwelling units, if any dwelling unit becomes available, essential workers who qualify under the Monroe County affordable workforce housing requirements shall be given preference to lease the available dwelling unit. For the avoidance of doubt, this provision shall be interpreted such that where multiple applicants apply for a workforce housing dwelling unit and one of the applicants is an essential worker, the essential worker shall be selected over the other applicants. iii. For the purpose of this Agreement, essential workers are those employees that are considered to be essential to the workforce of Monroe County and include but are not limited to those who work in the following professional fields: Government including but not limited to the Monroe County Board of County Commissioners ("BOCC"), Monroe County School District(School Board), the Monroe County Sheriff's Office, healthcare personnel, first responders such as firefighters, emergency medical technicians (EMTs), and paramedics, and Florida Fish and Wildlife Conservation Commission ("FWC") employees. 4. Rate of Growth Ordinance Allocations. a. The Parties agree that in accordance with Comprehensive Plan Policy 113.1.1,the Property shall be eligible to receive up to eighty- six (86) ROGO allocations by means of: i. Award of workforce housing early evacuation building permit allocations from Monroe County pursuant to the Department of Economic Opportunity's Keys Workforce- Affordable Housing Initiative (Workforce Initiative), approved by the Administration Commission on June 13, 2018,reserved by means of a BOCC resolution. The BOCC may, at its discretion,place conditions on the reservation. 5. Nonresidential Rate of Growth Ordinance. Page 12 of 28 27 a. The Parties agree that all required NROGO allocations will be allocated to the Property by means of: i. Award, from the Monroe County NROGO bank to the Property, of an allocation of up to forty-nine thousand nine hundred square feet(49,900 s.f.)of nonresidential floor area, in accordance with Monroe County Land Development Code Sections 130-143 and 138-52(o). L Height.The height of any new residential structure on the Property shall not exceed 38 feet. The height of the residential structures identified as Buildings "Al" and "A2," as shown on the Site Plan, shall be measured from a grade elevation of 8.9 feet NGVD. The height of the residential structures identified as Buildings "B," "C," "D," "E," and the "Clubhouse," as shown on the Site Plan, shall be measured from a grade elevation of 7.5 feet NGVD. The height of any new nonresidential structure on the Property shall not exceed 35 feet, except as allowed by Section 131-2 of the LDC. The height of the nonresidential structure, as shown on the Site Plan, shall be measured from a grade elevation of 8.9 feet NGVD. J. Deed Restrictions for Affordable Housing.The Property shall have a single deed- restriction for the affordable workforce housing units, which shall be subject to approval by the Monroe County Attorney's Office, and shall be recorded on the Property at the Parties' expense, that demonstrates compliance with the requirements of said Keys Workforce Housing Initiative as adopted and implemented by the County. The income categories for the 86 units shall consist of forty-nine (49) moderate-income units and thirty-seven (37) low-income units. If fewer than eighty-six (86)units are built and completed on site, the distribution of income categories shall be 57% moderate income and 43% low income. K. Workforce Housing Initiative Compliance. As provided in Comprehensive Plan Policy 101.3.12 and Land Development Code Section 138-24(e): (b) The construction of dwelling units, the redevelopment or the deed restriction of existing dwelling units utilizing workforce housing early evacuation unit allocations shall require approval of a resolution approving a contract between the BOCC and the applicant to officially exchange the allocations and confirm compliance with the requirements workforce initiative. (c) All workforce housing early evacuation units require a deed-restriction ensuring: (1) Before any building permit may be issued for any structure, portion or phase of a project subject to the Workforce Initiative, a restrictive covenant shall be approved by the Planning Director and County Attorney and recorded in the Office of the Clerk of the County to ensure Page 13 of 28 28 compliance with the provision of this section running in favor of the County and enforceable by the County and, if applicable, a participating municipality. The following requirements shall apply to these restrictive covenants: a. The covenants for any workforce housing early evacuation units shall be effective for 99 years. b. The covenants shall not commence running until a certificate of occupancy has been issued by the Building Official for the dwelling unit or dwelling units to which the covenant or covenants apply. C. For existing dwelling units that are deed-restricted as workforce housing early evacuation units, the covenants shall commence running upon recordation in the Official Records of Monroe County. (2) The covenants shall require that the workforce housing early evacuation units to be restricted to rental occupancy for those who derive at Least 70% of their income as members of the workforce in Monroe County and who meet the affordable housing income categories of the Monroe County Land Development Code. The occupants are required to annually verify their employment and income eligibility. (3) The covenants shall require occupants to evacuate in Phase 1 of the 48-hr evacuation of a pending major hurricane. Persons living in the workforce housing early evacuation units who may be exempted from evacuation requirements are limited to law enforcement, correctional and fire personnel, health care personnel, and public employees with emergency management responsibilities. If there is an occupant that indicates their employment is considered a'first-responder position' and not included in the list of exemptions above, then the Planning Director shall determine, in writing,whether the person may be exempted because of a requirement to remain during an emergency. Any person claiming exemption under this provision shall submit of an affidavit of qualification and faithfully certify their status with the onsite property management. (4) The covenants shall require rental agreements which contain a separate disclosure requiring rental occupants to acknowledge the existing restrictive covenant on the unit requiring evacuation in Phase 1 of the 48- hr evacuation and that failure to adhere to the Phase 1 evacuation requirement could result in severe penalties, including eviction, to the occupant. (5) The covenants shall require onsite property managers and a separate employment disclosure requiring the maintenance of training in evacuation procedures and an acknowledgement that failure to adhere to Page 14 of 28 29 the Phase I evacuation requirement could result in severe penalties, including termination. (d) Workforce housing early evacuation units shall be restricted to rental occupancy for those who derive at least 70% of their income as members of the workforce in Monroe County and who meet the affordable housing income categories of the Monroe County Land Development Code. Workforce means individuals or families who are gainfully employed supplying goods and/or services to Monroe County residents or visitors. (e) Workforce housing early evacuation units shall require onsite property management with property managers trained in evacuation procedures and required to manage the evacuation of tenants in Phase I of an evacuation. During traditional working hours, the property manager must be at an office within the workforce housing early evacuation unit development subject property. Outside the traditional working hours, the property manager must be available at all times to respond to evacuation orders. (f) The property management entity for the workforce housing early evacuation units shall be required to annually verify the employment and income eligibility of tenants; report the total units on the site, the occupancy rates of units, and tenant compliance with the requirement to evacuate the units in Phase I of an evacuation, including the number of occupants that are exempt from the evacuation requirements. The property management entity must submit a report to the Planning and Environmental Resources Department by May I of each year. Further, each lease and this annual report shall be kept by the property manager and be available for inspection by the County during traditional working hours. (g) Workforce housing early evacuation units shall be located within an area designated as Tier III. (h) Workforce housing early evacuation units shall not be located in the V-Zone or within a Coastal Barrier Resource System (CBRS). (i) Workforce housing early evacuation units shall be located on a property which has all infrastructure available (potable water, adequate wastewater treatment and disposal wastewater meeting adopted LOS,paved roads, etc.). (j) All workforce housing early evacuation units must demonstrate compliance with all applicable federal standards for accessibility for persons with disabilities (ADA Compliance). Page 15 of 28 30 L. Affordability Compliance. a. Affordable Housing Definitions. i. Affordable housing means residential dwelling units that meet the following requirements: a. Meet all applicable requirements of the United States Department of Housing and Urban Development minimum property standards as to room sizes, fixtures, landscaping and building materials, when not in conflict with applicable laws of the county; and b. A dwelling unit whose monthly rent, not including utilities, does not exceed 30 percent of that amount which represents either 50 percent (very low income) or 80 percent(low income) or 100 percent(median income) or 120 percent (moderate income) of the monthly median adjusted household income for the county. vii.Affordable rental housing, low income, means a dwelling unit whose monthly rent, not including utilities, does not exceed 30 percent of the amount that represents 80 percent of the monthly median adjusted household income for the county. viii. Affordable rental housing, median income, means a dwelling unit whose monthly rent,not including utilities, does not exceed 30 percent of the amount that represents 100 percent of the monthly adjusted median household income for the county. ix. Affordable rental housing, moderate income, means a dwelling unit whose monthly rent,not including utilities, does not exceed 30 percent of the amount that represents 120 percent of the monthly median adjusted household income for the county. x. Affordable rental housing, very low income, means a rental dwelling unit whose monthly rent, not including utilities, does not exceed 30 percent of the amount that represents 50 percent of the monthly median adjusted household income for the county. xi. Employee housing means an attached or detached dwelling unit that is intended to serve as affordable, permanent housing for working households, which derive at least 70 percent of their Page 16 of 28 31 household income from gainful employment in the county and meet the requirements for affordable housing as defined in this section and as per section 130-161. xiv. Median income, rental rates and qualifying incomes table, means eligibility requirements compiled each year by the planning department based upon the median annual household income published for the county on an annual basis by the U.S. Department of Housing and Urban Development and similar information for median and moderate income levels from the Florida Housing Finance Corporation. Affordable housing eligibility requirements for each household will be based upon median annual household income adjusted by family size, as set forth by the U.S. Department of Housing and Urban Development and the Florida Housing Finance Corporation. The county shall rely upon this information to determine maximum rental rates and maximum household incomes eligible for affordable housing rental or purchase. xv. Monthly median household income means the median annual household income for the county divided by 12. xvi. Workforce means individuals or families who are gainfully employed supplying goods and/or services to Monroe County residents or visitors. xvii. Workforce housing means dwelling units for those who derive at least 70 percent of their income as members of the Workforce in Monroe County and who meet the affordable housing income categories of the Monroe County Code. Workforce housing shall be interchangeable with the terms detached or attached dwellings, employee housing or commercial apartments included in the land use districts and shall be a permitted use in all land use districts where detached dwelling, attached dwellings, employee housing or commercial apartments are included as a current permitted use. An applicant choosing to develop workforce housing is subject to the requirements of Chapter 139 and all other requirements included in the land Page 17 of 28 32 development code, including but not limited to, density, parking, bufferyards, access, etc. b. Requirements. i Tourist housing use or vacation rental use of affordable or employee housing units is prohibited. ii. The parcel of land proposed for development of affordable or employee housing shall only be located within a tier III designated area or, within a tier III-A (special protection area) designated area that does not propose the clearing of any portion of an upland native habitat patch of one acre or greater in area. iii. During occupancy of any affordable housing rental unit,not otherwise limited by state or federal statute or rule concerning household income, a households annual income may increase to an amount not to exceed 140 percent of the median household income for the county. If the income of the lessee exceeds this amount, the tenant's occupancy shall terminate at the end of the existing lease term. The maximum lease for any term shall be three years or 36 months. M. Approval of Conceptual Site Plan; Minor Revisions; Final Site Plan. The conceptual development authorized by this Agreement is depicted on the Conceptual Site Plan prepared by Perez Engineering & Development, Inc. (the "Conceptual Site Plan"), attached hereto as Exhibit F. However, the effective site plan of record governing the development agreement shall be the site plan of record that is approved as part of the development order approving the major conditional use permit. N. Required Approvals. The following is a list of development approvals and permits required for the redevelopment of the Property, as specified in this Agreement: a. A Land Development Code text amendment establishing Section 130-143, "Tavernier Commercial Overlay"; and b. A Land Use District ("LUD") Map amendment to apply the Tavernier Commercial Overlay to the Property; and C. A Comprehensive Plan text amendment establishing Goal 113, Objective 113-1, and Policy 113-1.1, "Tavernier Workforce Housing Subarea"; and d. A Major Conditional Use Permit for the development contemplated herein; and Page 18 of 28 33 e. A Variance granted by the Planning Commission to access standards in Chapter 114, Article VII of the Land Development Code; and f. An NROGO Allocation Award for all new nonresidential floor area in accordance with Land Development Code Sections 130-143 and 138-48; and g. A reservation of eighty-six (86) workforce housing early evacuation unit allocations via BOCC resolution in accordance with Monroe County Comprehensive Plan Policy 113.1.1; and h. An Alcoholic Beverage Special Use Permit if alcoholic beverages are to be sold upon the premises; and i. Building permits shall be required for the development contemplated herein. The development shall be consistent with all applicable Codes, including but not limited to the Monroe County Comprehensive Plan, Monroe County Land Development Code, Monroe County Code of Ordinances, and Florida Building Code; and j. All permits, if any, required from and approved by Federal and/or State agencies for the lawful permitted filling of the manmade weir pit located on the Property, in addition to building permit approval required for the lawful permitted filling of the manmade weir pit located on the Property; and k. All other necessary development approvals that are required under applicable law and under and pursuant to the Monroe County Land Development Code, Code of Ordinances, Comprehensive Plan, and Florida Building Code. O. Consistency. The development allowed under this Agreement is consistent with the Monroe County Comprehensive Plan and Land Development Code. P. Breach,Amendment, Enforcement, and Termination. 1. Material Breach. A material breach is the failure of any signatory parry to comply with the terms of this Agreement after Notice has been provided in conformity with this Agreement. 2. Notice. Upon any signatory party's material breach of the term(s) and/or condition(s) of this Agreement, the non-breaching signatory parry shall serve written notice and shall provide the opportunity, within ninety (90) days, to propose a method of fulfilling the Agreement's terms and conditions or curing the breach. All signatory party(ies) shall be provided an additional ninety (90) days (measured from the date of service of written notice)to cure the material breach or to negotiate an amendment to this Agreement within a reasonable time, as mutually agreed to by the signatory parties. Page 19 of 28 34 3. Amendment or Termination. The signatory parties shall at all times adhere to the terms and conditions of this Agreement. Amendment, modification, termination, extension, or revocation of this Agreement shall be made in accordance with the notice and process requirements of this Agreement. a. No modifications, extensions, amendments, or alterations of the terms or conditions contained herein shall be effective unless contained in a written document approved and executed by the signatory parties. b. Amendment,modification, extension,or termination shall require at least two (2) public hearings. The hearings shall be held pursuant to an application filed with Monroe County by the Party seeking to amend,modify, extend, or terminate this Agreement, along with the requisite filing fee(s). Notice of public hearing(s) shall be in accordance with the Monroe County Land Development Code and materially relevant Florida Statutes. C. Upon termination or expiration of this Agreement, the Property shall be subject to the laws, regulations, and rules of, including but not limited to, the Florida Building Code, Monroe County Code of Ordinances,Monroe County Land Development Code, and Monroe County Comprehensive Plan. 4. Enforcement. a. After notice and an opportunity to respond and/or cure the material breach as provided for below, Monroe County may utilize appropriate remedies,including but not limited to code enforcement remedies,to cure any breach after notice and an opportunity to cure has been provided in conformity with this Agreement. b. An "aggrieved or adversely affected party", as defined in Section 163.3215(2), Florida Statutes, may file an action for declaratory, injunctive, or other relief in the Circuit Court of the Sixteenth Judicial Circuit,under Section 163.3215,Florida Statutes,to initiate and/or maintain a de novo action to challenge any decision granting or denying an application for, or to prevent such local government from taking any action on, a development order, as defined in Section 163.3164, Florida Statutes, on the basis that the development order materially alters the use or density or intensity of use on the Property, rendering it not consistent with the Comprehensive Plan. As prescribed by Section 163.3215(3), Florida Statutes, such a de novo action must be filed no later than thirty (30) days following rendition of a development order or other written decision, or when all local administrative appeals, if any, are exhausted, whichever occurs later. The signatory parties, their successors, or assigns, or any "aggrieved or adversely affected Page 20 of 28 35 party" as defined in Section 163.3215(2), Florida Statutes, may file an action for injunctive relief in the Circuit Court of the Sixteenth Judicial Circuit,under Florida Statutes Section 163.3215,to enforce the terms of this Agreement and/or to challenge compliance with the provisions of Section 163.3243, Florida Statutes. Such remedy is cumulative to any other remedy or remedies available under general or local law. C. Nothing contained herein shall limit any other laws,powers,rights, or remedies that the County or the Parties have, or may have in the future, to enforce this Agreement. 5. Non-Reliance by Third-Parties. No person or entity shall be entitled to rely upon the term(s) or provision(s) to enforce or attempt to enforce any third- party claim(s) or entitlement(s) to any service(s), term(s), provision(s), or program(s)memorialized or contemplated hereunder. Q. State and Federal Law. If State and/or Federal laws in a materially relevant way preclude the signatory parties' compliance with this Agreement, this Agreement shall be modified to the extent necessary to ensure compliance with the materially relevant State and/or Federal laws R. Compliance with Other Laws. The failure of this Agreement to address a particular permit, condition, term, or restriction shall not relieve the signatory parties of the necessity of complying with the laws governing said permitting requirements, conditions, terms, or restrictions. S. No Development Order or Development Permit. This Agreement is not and shall not be construed under general or local law to constitute a "Development Order" or a "Development Permit" or like authorization to commence development, nor shall it relieve the Parties of the obligations to obtain necessary development approvals that are required under applicable law under and pursuant to the Monroe County Land Development Code and Comprehensive Plan and this Agreement. T. Good Faith; Further Assurances; No Cost. The signatory parties to this Agreement have negotiated in good faith. It is the intent and agreement of the signatory parties that they shall cooperate with each other in good faith to effectuate the purposes and intent of, and to satisfy their obligations under, this Agreement in order to secure to themselves the mutual benefits created under this Agreement. The signatory parties agree to execute such further documents as may be reasonably necessary to effectuate the provisions of this Agreement; provided that the foregoing shall in no way be deemed to inhibit, restrict, or require the exercise of Monroe County's police power or actions of Monroe County when acting in a quasi-judicial or quasi-legislative capacity. Wherever in this Agreement a provision requires cooperation, good faith, or similar effort to be undertaken at no cost to a parry, the party co-operating, reviewing, or undertaking the effort shall, nonetheless, bear its cost of attendance at meetings, hearings or proceedings and comment and/or execution of documents, inclusive of the expense of its counsel. Page 21 of 28 36 U. Successors and Assigns. This Agreement shall constitute a covenant running with the land,which shall be binding upon the Parties,their successors in interest, heirs, assigns, and personal representatives. V. Joint Preparation. This Agreement has been drafted with the participation of Monroe County, Blackstone and Vestcor, and their counsel and shall not be construed against any parry on account of draftsmanship. The captions of each article,section and subsection contained in this Agreement are for ease of reference only and shall not affect the interpretive meaning of this Agreement. Whenever the term"included" is used in this Agreement, it shall mean that the included items, or terms are included without limitation as to any other items or terms, which may fall within the listed category. W. Notices. All notices, demands,requests, or replies provided for or permitted by this Agreement shall be in writing and may be delivered by any one of the following methods: (a) By personal delivery; (b) By deposit with the United States Postal Service as Certified or Registered mail, return receipt requested, postage prepaid, to the addresses stated below; or(c)By deposit with an overnight express delivery service with proof of receipt. Notice shall be deemed effective upon receipt. For purposes of notice, demand, request, or replies: The address of Monroe County shall be: Monroe County Administrator 1100 Simonton Street Room 2-205 Key West, Florida 33040 with copies to: Robert B. Shillinger Monroe County Attorney Monroe County Attorney's Office 1111 121' St., Suite 408 Key West, FL 33040 and Senior Director Monroe County Planning and Environmental Resources Department 2798 Overseas Highway, Suite 400 Marathon, FL 33050 The address of Blackstone, a Florida-registered limited liability company, shall be: Blackstone Group Tavernier 925, L.L.C. One Lawrence Square Springfield, IL 62704 Page 22 of 28 37 with a copy to: Smith Hawks,PL 138 Simonton Street Key West, FL 33040 The address of VC Tavernier, LLC, a Florida-registered limited liability company, shall be: VC Tavernier, LLC 1649 Atlantic Blvd Jacksonville, FL 32207 with a copy to: Smith Hawks,PL 138 Simonton Street Key West, FL 33040 It is the responsibility of the signatory parties to notify all signatory parties of change in name or address for proper notice. X. Force Majeure. Any prevention, delay or stoppage due to strikes, lockouts, labor disputes, acts of God, inability to obtain labor or materials or reasonable substitutes therefore,riot, civil commotion, fire or other casualty and other causes beyond the reasonable control of the party obligated to perform, excluding the financial inability of such party to perform and excluding delays resulting from appeals or rehearing, shall excuse the performance by such party for a period equal to any such period of prevention, delay or stoppage. In order to avail itself of this force majeure provision, the signatory party invoking the same shall provide the other party with a written notice that shall consist of a recitation of all events that constitute force majeure events under this Section,together with the beginning and ending dates of such events. Y. Construction. 1. This Agreement shall be construed in accordance and with the laws of Monroe County and the State of Florida. The signatory parties to this Agreement have participated fully in the negotiation and preparation hereof, and, accordingly, this Agreement shall not be more strictly construed against any one of the Parties hereto. 2. In construing this Agreement, the use of any gender shall include every other and all genders,and captions and section and paragraph headings shall be disregarded. 3. All of the exhibits attached to this Agreement are incorporated fully, and made a part of, this Agreement. Page 23 of 28 38 Z. Omissions. The signatory parties recognize and agree that the failure of this Agreement to address a particular permit, condition, terms, or restriction shall not relieve either signatory parry of the necessity of complying with the law(s) governing said permitting requirement(s), condition(s), term(s), or restriction(s) notwithstanding any such omission. AA. Governing Laws/Venue. The signatory parties agree that any and all suits or actions at law shall be brought in the Sixteenth Judicial Circuit for Monroe County, Florida, and no other jurisdiction. This Agreement shall be construed and interpreted under the laws of Monroe County and the State of Florida. The signatory parties waive their right(s)to a jury trial. In the event of any suit, action, or proceeding, in law or in equity, between the signatory parties to enforce a provision, term, law, rule, or regulation contained or referenced herein, the signatory parties waive any and all right to seek or obtain attorney's fees, damages, or costs against one another. BB. Mediation. Mediation proceedings initiated and/or conducted pursuant to this Agreement shall be in accordance with the Florida Rules of Civil Procedure and usual and customary procedures required by the circuit court of Monroe County. This Agreement is not subject to arbitration. CC. Entire Agreement. This Agreement, together with the documents referenced herein, constitute the entire Agreement and understanding among the signatory parties with respect to the subject matter hereof, and there are no other agreements, representations, or warranties other than as set forth herein. This Agreement may not be changed, altered, or modified except by an instrument in writing signed by the signatory parry against whom enforcement of such change would be sought and subject to the requirements for the amendment of development agreements in the Monroe County Code(s), Comprehensive Plan, and Florida Local Government Development Agreement Act. DD. Counterparts. This Agreement may be executed in one or more counterparts, and by the different Parties hereto in separate counterparts, each of which when executed shall be deemed to be an original but all of which taken together shall constitute one and the same agreement. EE. Recording. Monroe County shall record this Agreement with the Clerk of the Circuit Court of Monroe County within fourteen (14) days following signature by all Parties. Blackstone and Vestcor agree that they shall be responsible for all recording fees and other related fees and costs related to the recording and delivery of this Agreement as described in this Section. The provisions hereof shall remain in full force and effect during the term hereof and shall be binding upon all successors-in-interest to the signatory parties to this Agreement. FF. Inconsistency, Partial Invalidity, Severability, and Survival of Provisions. If any condition, provision, reservation, restriction, right, or term memorialized or referenced herein, or any portion(s) thereof, is/are held to be invalid or unenforceable in or by any administrative hearing officer or court of competent Page 24 of 28 39 jurisdiction, the invalidity or unenforceability of such condition, provision, reservation,restriction,right,term, or any portion(s)thereof, shall neither limit nor impair the operation, enforceability, or validity of any other condition, provision, reservation, restriction, right, term, or any remaining portion(s) thereof. All such other conditions,provisions,reservations,restrictions, rights,terms, and remaining portion(s)thereof shall continue unimpaired in full force and effect. GG. Effective Date. The "Effective Date" of this Agreement is forty-five (45) days after the duly signed and recorded Agreement is received by the Florida Department of Commerce pursuant to Chapter 380, Florida Statutes, and if appealed, until the appeal(s) is/are fully and finally resolved. [Remainder of Page Intentionally Left Blank-Signature Pages to Follow] Page 25 of 28 40 IN WITNESS WHEREOF,the Parties hereto have set their hands and seals on the day and year below written. Sign, sealed, and delivered in VC TAVERNIER,LLC, the presence of: a Florida limited liability company. BY: Printed Name: Signature Title: Address: Name of Witness (printed or typed) Witness Address: Dated: Signature Name of Witness (printed or typed) Witness Address: STATE OF FLORIDA COUNTY OF MONROE The foregoing instrument was acknowledged before me this day of 2025, by as of VC TAVERNIER, LLC, a Florida limited liability company. He / She is ❑ personally known to me, OR ❑ produced as identification and ❑ did OR ❑ did not take an oath. (SEAL) Notary Public, State of Florida Printed Name My Commission expires: Page 26 of 28 41 IN WITNESS WHEREOF,the Parties hereto have set their hands and seals on the day and year below written. Sign, sealed, and delivered in BLACKSTONE GROUP-TAVERNIER 925,L.L.C., the presence of: a Florida limited liability company. BY: Printed Name: Signature Title: Address: Name of Witness (printed or typed) Witness Address: Dated: Signature Name of Witness (printed or typed) Witness Address: STATE OF FLORIDA COUNTY OF MONROE The foregoing instrument was acknowledged before me this day of 2025, by as of BLACKSTONE GROUP - TAVERNIER 925, L.L.C., a Florida limited liability company. He / She is ❑ personally known to me, OR ❑ produced as identification and ❑ did OR ❑ did not take an oath. (SEAL) Notary Public, State of Florida Printed Name My Commission expires: Page 27 of 28 42 ATTEST: KEVIN MADOK, CLERK MONROE COUNTY BOARD OF COUNTY COMMISSIONERS AS DEPUTY CLERK MAYOR JAMES K. SCHOLL uONROF COUNTY ATTORNEY AE,',:+�3gcD GCS T_41'6RM Page 28 of 28 43 EXHIBITA Doc#2483828 Bk#3304 Pg#373 Recorded 12/17/2024 at 10:03 AM Pages 5 Filed and Recorded in Official Records of MONROE COUNTY KEVIN MADOK REC: $44.00 Deed Doc Stamp$26,600.00 PREPARED BY AND RETURN TO: Bryan Hawks Smith Hawks,PL 138 Simonton St, Key West,Florida 33040 Force]ID No:portion of 00089490-000000 Consideration$3,800,000.00 lec Data ...................... [Space Above This Line for R ording ]_ SPECIA1,WAIIRAN'TY DEED THIS SPECT.A.I. WARRANTY DEED is made d ' ) cembe by this A ay of Ier 2024,kp CEMEX CONSTRUCTION MATERIALS FLORIDA, LLC, a Delaware fimited liability company, -whose mailing &idress 1720 Centre park. Drive EAst, Weak: Palm. Beach, .FL 33401. ("Grantoe"), and deliverer] VC TAVERNIER, LLC, a Florida limited liability company, whose mailing address is 1649 Atlantic Boulevarf,�, Jacks(,xivine, FINK 32207 C'Grantee"), (Nherever w1sed hen:!4n,the terms"Grantor"'and"Grantee"includc,,all the parties to this instrument and the heirs, legairepresentatives and assigns of individuals and.the ,successors and assig...ns, of carporations and other entities.) WITNE SSETH. That (3rantor, for alld ii.i. cznsideration of the sum of-TEN AND 140/100 DOLI.ARS 10.00)and other good and valudble consideration,the mceipt of which is hereby acknowled ged, does hereby grant,, 'Isar gain, sell,reniise,,transf- i,, and convey to Gran tee f-brever,the following, described land in Monroe County,Flonida(the'TrqperW'): A portion of I.,ot 6,MacDonald's Plat lying Easterly of the Easterly eight of way line of 01dState Road 4-A,and Recorded in Plat Book I.,at'Pa ge 64 of the'Publie Records of Monroe County, Florida and being more parficularly described as follows: H117,G1.11KNING at the Northwesterly cormer of said Lot 6, P.B. I, P. 64 on the Easterly rir.J. it off',way Une of Old State Road 4-A.; thence run N. 88058'07" E. along-the North line of IIIC.,ot 6for a distance of 1,256..84 feet to the Northeast corner of Lot 6;thence ran S. 02034113" 1.'A.along the East line o�f ..mot 6 for a distance of 641.37 feet to the Southeast corn'er,of',1111..Jot 6; thence run S. 89019'34" 'W. along the South line of Lot 6for a distance of 673.07 feet;thence rain N.00*02'56" W. for a distance of 531.01. feet;thence ran N.8905846"'W.for a distance o11627.6 feet to a point on the Easterly right of way [lime of Old State Road 4 A; thence ran N.09024'42" E. along said Easterly right of way lime for a distance of 96.08 feet back to the POINT OF BEGINNING. 45 Doc.#2483828 Page Number:2 of 5 TOGETHFR WI1.11 all the tenements, hereditaments, and appurtenances, with every privilege, right, title, interest,arid estate, reversion, remainder and easement thereto be.longing or in anywise appertaimng. The Property is conveyt.'.d in AS IS,WHERE IS condition WITH ALL FAUT....TS. TO FIAVE AND TO HOLD tlie same in fee simple forever. SUBjEC"I' TO (a) apphcablt�'. zoning ordinances; (b) taxer., and assessments for the year 20,25 and subsequent years and easements; (c) use restrictions attached hereto and incorporated herein ens.F!Nhibit A.; and(d,)encumbrances, eas erne its,restdclions and other matters., specifically identified and listed on Exhibit B attached hereto and incorporated herein,provided,however,the foregoing statement ismot intended to and shall not be construed to reim.pose any such matters. Grantor hereby covenantswith Grantee ffiat, except for those matters described above, at the time off"the delivery of this Deed, the Property was free from all ey,meum bra nces made by Grantor,and that Grantor will warrant miid defend the title to the Property against the lawful claims and demands of all persons whorn soever la rally cWming by, through or tMder GIVItor herein, but against none other. [SIGNATURE PAGE TO FOLLOW) 46 Doc.#2483828 Page Number:3 of S IN WITNESS WHEREOF,Grantor has executed this deed on the day andyear first above written. Cemex Construction Materials Florida,LLC, a Delaware limited liability company WITNE ES: " y: Rodrigo Portales Ads ress:l" M w � 800 Its: Vice President Print Name: .... '' .. Address: 1 OI00 t<atV C 300 �•lau�n.'Tx -�'i 04 3�� STATE OF Te-Act S COUNTY OF H Oar r i S The foregoing instrument was ac owledged before me by means ofK hysical presence or online notarization this day of December, 2024, by Rodrigo Portales, as Vice President of Cemex Construction Materials Florida, LLC, a Delaware limited liability company, on behalf of said company. He AA r' is person ly'" gown t'b me o (` has prod ed a driver's license as identification. (AFFIX NOTARIAL SEAL) Notary Public-4 "" ate-of,./ c Print Name: My Commission Expiration and Commission Number: SHERIDAN SLOCUMB . _Notary Public,State of Texas y� ues 12-27-2027 Conim.Expires Notary ID 11829678 47 Doc. 24,83828 Page Number:4 of'5 EMMIT A USE RESTRICTIONS As a material inducement to Grantor's age eemcmt.to sell the Property to,Gr witee, Gra ut e and its successors, assigns and affiliates sball not develop, use, o�r operate the Property, or penm.it the Property to be used,developed or operated,four the purpose of producing,nianufacti.iring,grinding. , selling ol,distributirig ready rnix concrete,construction aggregates, fly ash, slag,cenient,concrete block, asphalt reinforced concrete pipe, precast products, ared ends sectiorLs, cementitiows material or other products or services competitive witb those sold or furnished by Grantor. In the event.,of ambiguity,the temas ready-mix concrete, construction aggregates, fly &sb, slag, cement, concrete blodk, asphalt, pipe and cerrientitiom materials shall have t1he meamng established by Arnerilexi Society fiz'Fesking and Materials (AS114) or aziy succcssor entity of ASTM. (Irantor shall have the right to enforce,,, 'by proceedings at law or in equity,the restrictions and cover is imposed by t[iis provision including the right. to prevent the violation of such resAnctions and covenants, -,md die fight to Trecover darnages or other aniamils due for such. violation. Grantee acknowledges that breach.oftrats u.se restriction would cause immediate and irreparable harm to Grantor for whiclk money dainages would be inadequate. Therefore, Grantorshall be entitled to injimetive relief for any breach 1)y Girantee,its successors,assigans or affiliates fthis use restriction without proof of aclual damages wd without the post of a bond or other security. Such remedy sh.all not be dee morn ed to be the exclusive remedy for breach. of this -use restriction but shall be in addition to all other remedies available at law or equity. The use restriction shall not,burden any real property other than the Property and shall run with the land. 48 Doe.#2483828 Page Number:5 of 5 EXHIBIT B 1) Terms, covenants, conditions and other matters contained in any unrecorded Lease(s)and all rights thereunder of the Lessee(s) and of any person claiming by,through or under the Lessee(s). 2) Any lien provided by County Ordinance or by Chapter 159, Florida Statutes, in favor of any city,town,village or port authority for unpaid service charges for service by any water, sewer or gas system supplying the insured land. 3) Terms,provisions, easements and conditions contained in that Declaration of Restrictions, Covenants and Conditions and Grant of Easements and Covenants Regarding Commercial Use from Blackstone Group-Tavernier 925,L.L.C.,a Florida limited liability company and VC Tavernier,LLC,a Florida limited liability company,recorded in Official Records 4) Survey prepared by David S. Massey, dated October 15, 2022 and last revised December 11,2024 under Drawing No. 18980A reveals the following: a. Sheds from adjoining Lot Owners onto our subject property along the Northerly property line." 5) Subject to County Ordinance No. 026-2022, which among other matters, pertains to and provides for amendments to the Monroe County Land Development Code; repeals, reenacts and updates Chapter 122, Floodplain Management, and contains provisions requiring inspections of property occupied by an elevated residential structure meeting certain criteria,prior to the transfer of ownership thereof, and which establishes penalties for non-compliance. 6) Easement Grant in favor of the Key Largo Wastewater Treatment District recorded December 30,2015,in Official Records Book 2776,Page 437. 7) State Law under Chapter 76-190 and Chapter 22F-8.02 of the Florida Administration Code for Land Planning for the Florida Keys Area of Critical State Concern,as contained in the instrument recorded in Official Records Book 668,Page 43. 49 50 Doc#2483747 Bk#3304 Pg#134 Electronically Recorded 12/16/2024 at 3:56 PM Pages 5 Filed and Recorded in Official Records of MONROE COUNTY KEVIN MADOK ElectronicallyREC: $44.00 Deed Doc Stamp$39,900.00 PRie PARED 119Y AND RETUR1111VTO: GreVry S.Oropezz,Esq. Oropeza,Stenm&Csirdenas,IFI LC' 22.1 Simonton Street I(ey West,FWrida 33040 Forcel H)No:004902504)00000 and porfloin of'000894904H,1110000 Considerstion,$5,700,000,00 [Spaw.,Above M Line for Recording Dat#].......... .............------- SPECIAL WA.11111RANTY DEED THIS SPECIAL WA NT II EED is ri=fe this .. .'.X^day of Deceniber 2024, by CEMEX (""ONSTRUCTION MA.rillP.,R.I. ,l�"LORIIIII),A, ll[.,,LC, a Delaware linifted lialIlAtity company, Whose r.riailing address is 1720 Centre Dn.ve 13.art, West Plahm. ]IRew.-,h, F111, 3,3401 ("Granfor"), and delivered BIAC.1110TONE G'.110UP TAW&RN.F.E.11 925, LLC a Florida limited liabifity company with !its mailing address of One Lawrence Square, Sprin gzfield, IL 62704 ("Grantee), (Wherevff used herein, the terms "'Giran toe' and "Grantee" include all th.e. parties to this instnunent and the heirs, legal representatives and assigns ofind.M.duals and the successors mmd assigns of coqmarations and ckher entities.) WITNE SSE".Irffi. That Grantor, fo.r and in consideration of the sum of TEN AXID N0/100 DOLLARS ($1.0.00)and other good ami vahiAble consideration,t1we receipt of which is hereby,adknovdwJged, does hereh W-unt, barg...,,ain, sell, remise, ftam&x and (,,-,oxrvey imito Grantee fbirev er,the following y deswilxd land in Mcomoe County,Florida(the"PiopeW"): .A portion of I.,ot 16,MacDonald's Plat Recorded in Plat Book I.,Page 64 and a part of Tract 2,PLAT OF S1..1.RV]11P','V OF.EL LIS P.11110PERTY,Recorded in Plat Boollk 2,Page 99, all lying Easterly of the Easterly right of way line of Old State Road 4-.A.as III. corded in the Public Re-cords of Monroe County,Florida and. being more particularly described as follows: COMMENCING at time Northwesterly corner of said Lot 6,P.B, I.,P.64 on the 111F,asteril*right of way line of Old State Road 4-A,; thence run S.09124,142"W.along time Easterly right of way line of Old State Road 4.A for a dristance of 96.08 feet to the POINT OF BEGINNING of the parceir hereinafter descidbed; tbe.nce run S.89058,461"E.for a distance of 627.63 feek; thence ruxii S.00002156"E. for a distance of 531.01 feet to a point on the South fine of Lot 6; thence run along the South Hne of Lot 6,S.8911.9134,11 W.for a distance of 596.34feet to a point of the Southeasterly corner of Tract 2,P.B.2,P,99; thence continue ahmg the South line of Tract2,S.89*19'34"W.fora distaniceofl.48.15 feet to a point on the Easterly right of wky line of Old State,Road 144,said point being on a circular curve concave to the North-west and having for its elements a radius of 2126.08 feet,a delta angle of 705424",a chord distance of 293.16 feet and a chord hearing of N. 51 Doc.#2483747 Page Number: 2 of 5 14°30'41"E,; thence run along the arc of said curve along the Easterly right of way line of Old State Road 4-A for a distance of 293.39 feet; thence run N.87025120"E.for a distance of 49.95 feet to a point on the East line of Tract 2; thence run N.04058'58"W.along the East line of Tract 2 for a distance of 120.11 feet; thence run S.87127120"W.for a distance of 18.99 feet to a point on the Easterly right of way line of Old State Road 4-A; thence run along the Easterly right of way line of Old State Road 4-A for a distance of 136.98 feet back to the POINT OF BEGINNING. TOGETHER WITH all the tenements, hereditaments, and appurtenances, with every privilege, right, title, interest and estate, reversion, remainder and easement thereto belonging or in anywise appertaining. The Property is conveyed in AS IS, WHERE IS condition WITH ALL FAULTS. TO HAVE AND TO HOLD the same in fee simple forever. SUBJECT TO (a) applicable zoning ordinances; (b) taxes and assessments for the year 2025 and subsequent years and easements; (c) use restrictions attached hereto and incorporated herein as Exhibit A; and.(d)encumbrances, easements,restrictions and other matters specifically identified and listed on Exhibit B attached hereto and incorporated herein,provided,however,the foregoing statement is not intended to and shall not be construed to reimpose any such matters. Grantor hereby covenants with Grantee that, except for those matters described above, at the time of the delivery of this Deed, the Property was free from all encumbrances made by Grantor,and that Grantor will warrant and defend the title to the Property against the lawful claims and demands of all persons whomsoever lawfully claiming by, through or under Grantor herein, but against none other. [SIGNATURE PAGE TO FOLLOW] 52 Doc.#2483747 Page Number:3 of 5 IN ESS VVHFREOF,Grantor has executed this deed on the day and year first above written. Cemex Construction Materials Florida,LLC, a Delaware limited liability company B �o rig o aii.taies ot ....... �� m " iitisw "ice President �� _e. � .. . . ....,.. A Na� .,. I�2— d4ddress. t aWt ob .. �...._. r t boa �mm. STAIT OF COUNTY OF 4 5 phe -edged , ,y iiysicai �rresenco or 'ors oir�.line�n���vtion t�nis Ill�no�raioi�December, roc �raear�s o .. ac . , _a day ember � by Rodrigo'o' Port ales,s, as o�:n behalfo said company.y tie i iaer y ion toe �rIW� t roedty w a m a Vice President o. Berne onst uctiorii, Materials Florida 1f i a Delaware i mn"iu do e�A� s license as identification. (AFFIX.NOTARIAL Notary otary Public X � .rm.nt ea__ y Commission.Expiration d(AoQn7Pnission um erw ��arcmmmm�� , rcmum�m'rc 53 Doc.#2483747 Page Number:4 of 5 EXMIT A USE RESTRICTIONS As a material inducement to Grantor's agreement to sell the Property to Grantee, Grantee and its successors, assigns and affiliates shall not develop, use or operate the Property, or permit the Property to be used,developed or operated,for the purpose of producing,manufacturing,grinding, selling or distributing ready-mix concrete,construction aggregates,fly ash,slag,cement,concrete block, asphalt, reinforced concrete pipe, precast products, flared ends sections, cementitious material or other products or services competitive with those sold or furnished by Grantor. In the event of ambiguity,the terms ready-mix concrete, construction aggregates,fly ash, slag,cement, concrete block, asphalt, pipe and cementitious materials shall have the meaning established by American Society for Testing and Materials (ASTM)or any successor entity of ASTM. Grantor shall have the right to enforce, by proceedings at law or in equity,the restrictions and covenants imposed by this provision including the right to prevent the violation of such restrictions and covenants, and the right to recover damages or other amounts due for such violation. Grantee acknowledges that breach of this use restriction would cause immediate and irreparable harm to Grantor for which money damages would be inadequate. Therefore, Grantor shall be entitled to injunctive relief for any breach by Grantee,its successors,assigns or affiliates of this use restriction without proof of actual damages and without the post of a bond or other security. Such remedy shall not be deemed to be the exclusive remedy for breach of this use restriction but shall be in addition to all other remedies available at law or equity. The use restriction shall not burden any real property other than the Property and shall run with the land. 54 Doc.#2483747 Page Number:5 of 5 EXHIBIT B I. Any lien provided by County Ordinance or by Chapter 159,Florida Statutes,in favor of any city,town, village or port authority for unpaid service charges for service by any water,sewer or gas system supplying the insured land. 2. Subject to County Ordinance No. 026-2022,which among other matters,pertains to and provides for amendments to the Monroe County Land Development Code; repeals,reenacts and updates Chapter 122, Floodplain Management,and contains provisions requiring inspections of property occupied by an elevated residential structure meeting certain criteria,prior to the transfer of ownership thereof,and which establishes penalties for non-compliance. 3. State Law under Chapter 76-190 and Chapter 22F-8.02 of the Florida Administration Code for Land Planning for the Florida Keys Area of Critical State Concern,as contained in the instrument recorded in Official,.Records Book,66,8,,„Pat ,e,43. 4. Easement Grant in favor of the Key Largo Wastewater Treatment District recorded December 30,2015, in Official„Records_Book,,,2776,P , g 437. 5. Any portion of the Land lying within the right-of-way of Old State Road 4-A. 6. Encroachments,overlaps,boundary line disputes,encumbrances,violations,variations or other matters that would be disclosed by an accurate and complete survey of the Property. 55 EXHIBIT B p-- ceua nos awn" a. 5 XV—& .ww w --z �,x� XVA 9900-C99(GW) 3NOHd n,,L 010CE:IJ'831NN3AVI '619 XOEI 'O'd 'AMH SV3Sd3A0 88888 x'3-n '!3NIddVW I DNIA3Amns SC16VHZ)I6-A3SSVW VJD- I ON3031/SN0LLVIMNE18V X TF 'p I Darr tnl -�Ot�l d"'t- 14d Ogw, ZO L-Lw 2 P -Z2 .11 wa -T- io Pei 9-1 .4m be L I'T IT P ON, N wm- AV A Ne "0 1 zae �j i P-H A- a! V VUH 6-4-4 2—H 4 1 01,TA- z EXHIBIT C > &- 99DO-M(900 3NOHd OLOEE'-13'N31NN:3AVi '619 XOE1 'O'd AAH SV3Sd3AO 88888 x-3-n '!INIddVW I DNIA3Amns sc[NVH3Im-),3SSVW CIN3531/SNOLLVIA3888V L-d -T� rrr—( c'j k A T ITZ, ki I u t ------------- --j L -------------- tt� t z .1 — - E� el�2 - ------- h., M P k—'—A k 97' -6 ---------------- T —'51'F 5'10:' lo _0 E! L M —o' FF, p hm l" L-IL hz "K 'W� ik !Di' Ak A .......... �E i L L-4 A Ji z n 6i J, F"P.-NA Z ZZ, 7" 6i iM 1 4 EXHIBIT D KBP CONSULTING, I MEMORANDUM To: Janene Sclafani Naresh Kotari Vivek Reddy, P.E. From: Karl Peterson, P.E. Bart Smith, Esq. Mimi Hurwitz Date: March 11, 2025 Subject: Mixed-Use Development—(File No. 2022-053) Mitigation Analysis The proposed Mixed-Use Development in Tavernier consists of a supermarket (Publix), a liquor store, and multifamily affordable housing community. The traffic concurrency analysis for this report (dated December 2024) concluded that 16 daily trips will need to be mitigated on roadway Segment 21 (Plantation) as a result of this project. According to the latest Monroe County Remaining Roadway Capacity Chart (dated 3/7/25), the remaining capacity of Segment 21 is consistent with the capacity documented in December 2024. As such, the number of trips to be mitigated remains at 16. As a means of mitigating these trips, the Applicant has proposed to participate in Monroe County's free ride service currently being provided in the Village of Islamorada. Based upon information provided by Monroe County, we have developed the following proposed mitigation strategy to address the project traffic impacts on Segment 21. Please see the attached sheet as data to support the following: • Based upon an annual cost of $18,104 at an annual net present value discount rate of 5% and a 12-year participation period, the value of this mitigation strategy is $177,295.80 (and for 16 trips this equates to $11,080 per trip). • The participation rate is based on the average car being on the road safely for 12 years. • Please see attached spreadsheet. Please let us know if you have any questions or require any additional information. S �'1'luilC'lu IIh�W�°:�Iiilh �.�Ill iiiliie s'lt.,,Y III': lw:,b,"3t.�lii°t 2iIC'V'iiii,�. "I ul s Sin s IIC":IIki:ilrlda 32221.. ..IIbW' (954)5150-.711..ii']113 IIC:&c (954)582...('lu!'iiii !'iiii 61 Attachment A Mixed-Use Development—Tavernier Mitigation Analysis 62 � \ .� \ ƒ ccttf c D � \ ( E cc C14 a > 0E co 4.1 a r 0 C) CR LO M cl� LO r— > LL co .2 x M 'IT 0 M IT (D 0 IT CO 't 0 LO M co M M r— M co 0 — 0 ,E (6 (,i r--: C6 =" =" C6 co r--: L6 C6 6 LO m LO m co m N 0 co m m 6q 0 M 0 = M 'T LO 'T 0 't 't E c6 r-: r-: L6 cNi c6 (,i r-: & = =7 7 co LO IT m N 0 m r— co It N 6q 6q 6q a LL E N�� N�'T So Lmo � ED 3 mm (mo (mo SO !�_ 'T co LO m m r— 2 0w C6 C6 M- a; a; =7 w w 2 2 2 6q 6q 6q E >1 M 'T LO (D r— M M 0 C 63 EXHIBIT E u0 cfl Memorandum of Understanding This Memorandum of Understanding ("MOU") is made and entered into this 19th day of December, 2024, between Lofts at Tavernier, Ltd.,a Florida limited partnership("Lofts")whose address is 1649 Atlantic Boulevard, Jacksonville, Florida 32207 and A.H. of Monroe County, Inc., a Florida not-for- profit corporation ("AH"), whose address is 1434 Kennedy Drive, Key West, Florida 33040. WHEREAS, Lofts is proposing to construct a mixed-income, mixed-use development, called Lofts at Tavernier(the"Development"),on properly located along Overseas Highway,approximately 1,000 feet southeast of the intersection of Overseas Highway and Garden Street, in unincorporated Monroe County; and WHEREAS,the Development will include eighty-six(86)residential units; and WHEREAS,the Development will include 350 square feet of mixed use institutional space,to be utilized by AH (the"Institutional Space");and WHEREAS,AH desires to utilize the Institutional Space to be constructed by Lofts to provide health and housing services for the benefit of the residents of Monroe County;and WHEREAS,the Lofts and AH desire to enter into this MOU to set forth the initial general terms for the use of the Institutional Space with a more concise and detailed agreement to be entered into prior to completion of the construction of the Development with said agreement to be mutually beneficial to Lofts and AH. NOW,THEREFORE, Lofts and AH agree as follows: Section 1. In connection with the construction of the Development,Lofts agrees to construct the Institutional Space which includes 350 square feet to be utilized by AH. Section 2. AH agrees to utilize the Institutional Space to provide assistance to individuals and families with case management, financial aid, and support services, including rent, utilities, groceries, transportation,healthcare,and childcare.Clients receive tailored budgets,follow-up support,and referrals to ensure long-term stability to residents of the Development and the community at large. Section 3. Lofts and AH agree that upon completion of construction of the institutional Space,AH will occupy the institutional Space and provide services at least five(5)days a week. Section 4. No modification or amendment of this MOU shall be of any force or effect unless in writing executed by both AH and Lofts. This MOU shall be interpreted in accordance with the internal laws of the State of Florida,both substantive and remedial,without giving effect to its conflicts of law principals. This MOU sets forth the entire agreement between AH and Lofts relating to the subject matter herein and supersedes all prior and contemporaneous negotiations, understandings and agreements,written or oral, between the parties. [Signatures on Following Page] cfl cfl IN WITNESS WHEREOF, LOFTS and AH hereto have executed this Memorandum of Understanding, Witness: LOFTS AT TAVERNIER, LTD., a Florida limited i partnership ....... .. ...-, Na : By: Lofts at Tavernier GP, LLC,a Florida limited Address: liability company, its General Partner By: Vestcor, Inc., a Florida corporation, its Manager Name: Address: $ I . , �. By: J on O. Floyd,V° President Witness: A.H. of Monroe County, Inc., a Florida not-for- )A profit corporation Na dV► Address: 113a AO le. G Eu� S. Prid en g , Execu e�Director ne Name: Address: EXHIBIT f ( ) n.uv< -,na' 9Ztl�,vNVlflyu u 1191H%3311S 1d30N00 .Is. oNl lv ativ�s o�aaewlwm ..,' _ `7NI833NIDN❑ 3,a�a3d�N3/� 3 " "'-' z iIVMH`JIH SV3S213/10 6OSZ6 AVMH'JIH SV3983AO IOSZ6 U na.sNoa.=N.. am=u xa waaew.v< ,nn /.,, uo ,wzasrlonv/Nsao snlalsm3a 1N3Wd013/13O 3SI7 O3XIW _T LL� a _oyw,aLL� _ ° z� ° <h //"'� > �x � I co H a � N V= ope g� u --Q9» m m •I - / - 1 s bs a o � m 1_ m s I 5 m =r Ilim �o ° w i w wa_eN � an z w � i I m i ° a =w 'o omQ� m° °wo ,m I J aaa a W a p gin G a. mp a w mm oa, p a _ w 0 a x o 0 0 0 w_ I < o a a _ a r m a a i peC _ YYy H Y � � � m ❑ iLti a _ -. Nv o „ o � 3 w II \\ o G LC __-a � W g c gg r l •- a - 2 — oneno eyla oN�� o� aasz ,o w o a �y no � e _ nwm� s so gr g a/voog nS se..8€ aWW �'�bMyHH wens°,.zmrov, n m3uswe=IwllamsmP,exn,ax=mzw=af"eaomo,o e„aaa�a„a>�maana;�rn� 10 MEMORANDUM MONROE COUNTY PLANNING&ENVIRONMENTAL RESOURCES DEPARTMENT To: Monroe County Board of County Commissioners Through: Emily Schemper,A.LC.P.,i C.F.M.,2 Senior Director,Monroe County Planning and Environmental Resources Department From: Devin Tolpin, A.LC.P., C.F.M., Planning and Development Review Manager, Monroe County Planning and Environmental Resources Department Date: April 28, 2025 Subject: Request for a Development Agreement between Monroe County, Florida and Blackstone Group Tavernier 925 L.L.C. and VC Tavernier, LLC. The requested agreement relates to the development of eighty six (86) attached deed-restricted affordable workforce dwelling units, a 49,340 square foot nonresidential commercial retail structure, and an institutional use in the form of off ce space for a local nonprofit. No structures will be higher than 38 feet. The subject property is described as a parcel of land in Section 27, Township 62 South, Range 38 East, Tavernier, Monroe County, Florida, having Parcel ID numbers 00089490-000000 and 00490250-000000.3 Meeting: April 28, 2025 2 I REQUEST: 3 The requested development agreement involves the development of a property with a 4 commercial retail use within a single structure totaling 49,340 square feet, an institutional use 5 in the form of 350 square feet of office space for a local nonprofit organization, and eighty six 6 (86) attached affordable workforce housing dwelling units, designated as employee housing. 7 The property is located at 92501 Overseas Highway, Tavernier, Florida and is currently 8 assessed by the Monroe County Property Appraiser's Office as Parcel ID Numbers 00490250- 9 000000 and 00089490-000000 (the Property). American Institute of Certified Planners(A.LC.P.)Certification. Association of State Floodplain Managers(A.S.F.M.)—Certified Floodplain Manager(C.F.M.). 3 Monroe County Planning and Environmental Resources Department File No.2024-041. BOCC Professional Staff Report 69 Monroe County Planning and Environmental Resources Department File No.2024-041 Page 1 of 12 i i II I r y ui 00490250—O'000'00 ®0F9490-000000 ;r IIIIII a' I oir � r y ��+ e rrrii rri i; r( if 1 r 2 The Property(highlighted in blue) with Land Use(Zoning)Districts(2023 Aerial) 3 The conceptual site plan attached to the development agreement indicates the proposed 4 development includes a nonresidential structure with 49,340 square feet of nonresidential floor 5 area, 86 employee workforce housing units arranged throughout six buildings, with a 6 clubhouse that also contains 350 square feet of institutional office space and a total of 446 off- 7 street parking spaces. 8 9 II BACKGROUND INFORMATION: 10 11 Location: Tavernier near U.S. 1 Mile Marker 92, ocean side 12 Address: 92501 Overseas Highway 13 Property Description: (see full legal description in application file) 14 Parcel Identification Numbers: 00490250-000000 & 00089490-000000 15 Property Owners/Applicants: Blackstone Group Tavernier 925 L.L.C. and VC Tavernier, 16 LLC 17 Agent: Smith Hawks, PL 18 Size of Affected Portion of Property: 841,940.35 SF (19.33 acres) gross area; including 19 631,966.77 SF (14.51 acres) upland, 209,973.58 SF (4.82 acres) mangroves, according to the 20 submitted boundary surveys signed and sealed by David S. Massey on December 1, 2023 and 21 December 18, 2023 22 FLUM Designation: Mixed Use/ Commercial (MC) 23 Land Use District: Suburban Commercial (SC) 24 Tier Designation: III 25 Flood Zones: AE(EL 8, 9, 10, and 11); VE(EL 11) 26 CBRS: No 27 Existing Uses: Previously developed as a concrete plant 28 Existing Vegetation/Habitat: Undeveloped Land, Exotic, Mangrove, Hammock, and Water 29 Community Character of Immediate Vicinity: Adjacent land uses include residential to the 30 north, east, and south with commercial retail to the west across US1. Part of the Tavernier 31 Creek to Mile Marker 97 U.S. Highway 1 Corridor District Overlay (TC), established by LDC 32 Section 130-128, and part of the Tavernier Commercial Overlay District, established by LDC 33 Section 130-143. BOCC Professional Staff Report Monroe County Planning and Environmental Resources Department File No.2024-041 Page 2 of 12 70 1 2 Community Meeting and Public Participation 3 In accordance with LDC Section 110-3(b), a Community Meeting was held on December 19, 4 2024, via Zoom to provide for public input. 5 6 Development Review Committee and Public Input 7 The Development Review Committee (DRC) considered the proposed Development 8 Agreement at a regular meeting on February 24, 2025, and provided for public input. On 9 February 24, 2025, the Chair of the DRC signed DRC Resolution No. 07-25, recommending 10 that prior to this request for a Development Agreement be scheduled to go before the Planning 11 Commission at a Public Hearing, the following must be addressed: 12 13 1. The Applicant must update both the associated Major Conditional Use Permit("CUP")4 14 and this subject file so as to be consistent regarding proposed land uses; and 15 2. The Applicant must submit plans that depict all land uses proposed and associated 16 documentation necessary in order to demonstrate compliance with the requirements of 17 the Land Development Code and Comprehensive Plan; and 18 3. The Applicant must submit a revised Traffic Study that references all proposed land 19 uses; and 20 4. The Traffic Study, Mitigation Report, and Traffic Safety Study must be approved and 21 determined to be adequate by County staff to demonstrate compliance with the Land 22 Development Code and Comprehensive Plan. 23 24 If these concerns are addressed, the DRC would recommend approval of the proposed 25 Development Agreement with staff recommended edits as depicted in Attachment 2 to the 26 2/5/2025 Professional Staff Report. 27 28 It should be noted that these items have been addressed. 29 30 Planning Commission Hearing and Public Input 31 The Planning Commission held a Special Public Hearing on April 14, 2025. The Monroe 32 County Planning Commission recommended approval of the proposed Development 33 Agreement with professional staff-recommended edits with revisions to Subsection M., 34 Approval of Conceptual Site Plan; Minor Revisions; Final Site Plan. The Monroe County 35 Planning Commission also recommended that the BOCC consider the following concerning 36 the conceptual site plan: a bufferyard adjacent to Building E, additional residential green 37 space,pocket parks, and architectural features on Buildings Al and A2. 38 39 CONCURRENT APPLICATIONS: 40 41 Monroe County Planning & Environmental Resources Department File No. 2022-012: 42 An Application requesting approval of a Major Conditional Use Permit (Major CUP) for the 43 development of a new commercial retail use within a 49,340 square foot nonresidential 44 structure, 86 attached,workforce housing dwelling units designated as employee housing, and 45 an institutional use in the form of 350 square feet of office space, on the Property. On April 4 Monroe County Planning and Environmental Resources Department File No.2022-012. BOCC Professional Staff Report Monroe County Planning and Environmental Resources Department File No.2024-041 Page 3 of 12 71 1 14,2025,the Planning Commission recommended this item to be continued until May 28, 2 2025 or a later date following approval of the subject Development Agreement. 3 4 Monroe County Planning & Environmental Resources Department File No. 2025-010: 5 An application requesting a Planning Commission variance to access standards set forth in 6 Chapter 114, Article VII of the Land Development Code (LDC). Approval would result in an 7 access drive to U.S. 1 that is spaced less than the required 400 feet from the Garden Street curb 8 cut in order to facilitate the proposed development of the Property. On April 14, 2025, the 9 Planning Commission voted to approve the variance to access standards. 10 11 Monroe County Planning & Environmental Resources Department File No. 2025-020: 12 On February 19, 2025, the Monroe County BOCC passed and adopted Resolution No. 118- 13 2025 approving a request by the property owners for a temporary construction staging area 14 special permit to allow a temporary construction staging area on the Property pursuant to 15 Monroe County Code of Ordinances Section 6-3, through October 31, 2025, for the Florida 16 Keys Aqueduct Authority and its contractors to allow construction work on portions of U.S. 1. 17 18 Monroe County Planning & Environmental Resources Department File No. 2025-045: 19 An application requesting an amendment to the temporary construction staging area special 20 permit granted through BOCC Resolution No. 118-2025. On March 25, 2025, the Monroe 21 County BOCC granted the request for the amendment to the temporary construction 22 staging area. 23 24 III RELEVANT PRIOR COUNTY ACTIONS: 25 26 On September 16, 1988, an Application for a Land Use Map amendment to go from Suburban 27 Commercial ("SC") to Industrial ("I") was received by the Planning Department (File No. 28 M9315). It appears that this file was never processed because it was submitted when the new 29 Comprehensive Plan was being drafted and that pending application was put on hold and 30 eventually closed. 31 32 On June 30, 2003, a Letter of Understanding ("LOU") was issued to address the potential 33 construction of 300 affordable housing units on the Property. 34 35 On February 15, 2024, the BOCC adopted Ordinance No. 004-2024 ("the Land Development 36 Code text amendment")to approve a text amendment to the Land Development Code to newly 37 create LDC Section 130-143 in order to establish a"Tavernier Commercial Overlay District" 38 including purpose and intent, NROGO allocation standards, applicability, boundary, and 39 maximum development potential for those certain parcels located at 92501 Overseas Highway, 40 Key Largo, currently having Property ID Nos. 0089490-000000 and 00490250-000000. 41 On May 17'', 2024, the State via the Department of Commerce issued Commerce Final Order 42 No. COM-24-020 rejecting the Land Development Code text amendment (the "Ordinance") 43 based upon the State's determinations that it was: W Inconsistent with the Principles for 44 Guiding Development in the Florida Keys Area of Critical State Concern, (2)Inconsistent with 45 the adopted Monroe County Comprehensive Plan and Tavernier Livable CommuniKeys Plan BOCC Professional Staff Report Monroe County Planning and Environmental Resources Department File No.2024-041 Page 4 of 12 72 I ("LCP"), and �D Inconsistent and fails to comply with the adopted Monroe County Land 2 Development Code. 3 4 Later, on June 27 h, 2024, the State via the Department of Commerce issued Commerce 5 Amended Final Order No. COM-24-020 approving that previously rejected Ordinance (No. 6 004-2024) stating the following: 7 DEPARTMENT OF COMMEW.-IE Division of Comnitinity Development Commerce Amended Final Order No. COM-24-020 AMENDED FINAL, ORDER The Florida Dep rt ient of Cornn erce ("Department"') hereby issues its Amended Final pursuant to sections 8 5( ) and 80. 55 ( ), Florida Statutes on the land development regulations adopted by Monroe County, Florida (the "County"), Ordinance No. 04-2024 (the "Ordinance"). The Departnient's initial final order issued on May 16, 20�24, is hereby superseded. and replaced by this fin rder, 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 BOCC Professional Staff Report Monroe County Planning and Environmental Resources Department File No.2024-041 Page 5 of 12 73 I On December 11, 2024, the Monroe County BOCC adopted Ordinance No. 030-2024, 2 approving an amendment to the Comprehensive Plan to newly create Goal 113, Objective 3 113.1, and site specific sub-area ("Tavernier Workforce Housing Subarea 1), applicable to a 4 portion of the Property. The site specific subarea is detailed later in this report. 5 6 On December 11, 2024, the Monroe County BOCC adopted Ordinance No. 029-2024, 7 approving an amendment to the Official Land Use District Map to apply the Tavernier 8 Commercial Overlay to the Property. 9 10 IV REVIEW OF APPLICATION: 11 12 In accordance with LDC Section 130-143 the development of a single nonresidential structure 13 [on the Property] that contains more than 10,000 square feet within the Overlay District shall 14 be subject to the terms and conditions of an approved Development Agreement as defined in 15 sections 110-132, 113-133, and must include: 16 a. Provisions for the development of 86 workforce housing dwelling units on site. The 17 distribution of said workforce housing units (low, median and moderate)provided 18 on site shall be memorialized and provided for in the Development Agreement; and 19 b. Preferred leasing standards for essential worked of the workforce units; and 20 C. An approved site plan that includes the following in addition to all site requirements 21 in accordance with the Land Development Code: 22 i. A pedestrian walkway connecting the nonresidential parking area to 23 the right of way known as Orange Blossom Road. Required lighting 24 for the pedestrian walkway must be in compliance with Chapter 114, 25 Article VI. 26 ii. If outdoor lighting is proposed, in additional to all requirements of 27 Chapter 114, Article VI, such lighting shall be designed and located 28 such that the maximum illumination measured in footcandles at any 29 exterior property line adjacent to residential uses, not included in 30 this overlay,shall not exceed zero(0)for cutoff and noncutoff lights, 31 with the exception of the pedestrian walkway or any lighting 32 required for life safety, as provided by Monroe County. 33 d. A traffic safety analysis completed as part of the required Traffic Study. 34 35 The proposed Development Agreement does include all of the components required pursuant 36 to LDC Section 130-143.A traffic safety analysis was completed as part of the required Traffic 37 Study. Comments and recommendations from the County's Transportation Consultant, 38 AECOM, regarding the submitted traffic safety analysis ("Updated Crash Report") are 39 included as Attachment 2 to this Professional Staff Report for consideration. 40 41 In accordance with Monroe County Land Development Code (LDC) Section 110-132, the 42 development agreement provides assurance to a developer that upon receipt of his permits 43 under the county's Comprehensive Plan and Land Development Code he or she may proceed 44 in accordance with existing ordinances and regulations, subject to the conditions of the 45 development agreement. This article will strengthen the public planning process, encourage 46 private participation in comprehensive planning, and reduce the economic costs of BOCC Professional Staff Report Monroe County Planning and Environmental Resources Department File No.2024-041 Page 6 of 12 74 I development. A development agreement is in addition to all other local development permits 2 or approvals required by the county land development regulations. A development agreement 3 does not relieve the developer of the necessity of complying with all county Comprehensive 4 Plan elements and Land Development Code in effect on the date that the agreement is executed. 5 The Development Agreement Approval Procedures are set forth in LDC Section 110-133. The 6 BOCC has authority to enter into a development agreement by resolution with any person 7 having a legal or equitable interest in real property located within the unincorporated areas of 8 the county if, the development agreement meets all of the requirements of the Florida Local 9 Government Development Agreement Act, F.S. §§ 163.3220163.3243;provided, however, 10 that the duration of the development agreement shall not exceed ten (10) years, and any 11 duration specified in a development agreement shall supersede any conflicting duration 12 otherwise specified in the Land Development Code. 13 14 Pursuant to LDC Section 110-133,the BOCC shall have authority to enter into a development 15 agreement by resolution with any person having a legal or equitable interest in real property 16 located within the unincorporated areas of the county if: 17 18 1) The development agreement meets all of the requirements of the Florida Local 19 Government Development Agreement Act, F.S. §§ 163.3220163.3243; provided, 20 however, that the duration of the development agreement shall not exceed ten (10) 21 years, and any duration specified in a development agreement shall supersede any 22 conflicting duration otherwise specified in this chapter; 23 2) The development was initially approved pursuant to a development order issued prior 24 to the effective date of the ordinance from which this article is derived or is proposed 25 by another governmental entity; 26 3) The development agreement shall be considered at two public hearings with the first 27 public hearing conducted by the Planning Commission; and approved by the BOCC at 28 the second public hearing, or thereafter; 29 4) Notice of such public hearings shall be given in accordance with both F.S. § 163.3225, 30 and Section 110-5. 31 5) Submission of an application for development agreement, in a form specified by the 32 Planning Director and accompanied by a nonrefundable fee. 33 34 Pursuant to LDC Section 110-133(b)(1), a development agreement shall include the following: 35 36 a) A legal description of the land subject to the agreement, and the names of its legal and 37 equitable owners: 38 39 The Property is owned by Blackstone Group Tavernier, 925, L.L.C. and VC Tavernier, 40 LLC. In the agreement, a full legal description of the Property and warranty deed(s) are 41 provided in Exhibit A. Ownership is also described in Section I on Page 1 [of the 42 agreement]. 43 44 b) The duration of the agreement: 45 BOCC Professional Staff Report Monroe County Planning and Environmental Resources Department File No.2024-041 Page 7 of 12 75 I The duration is described in the agreement is in Section III. Agreement Requirements, C. 2 Duration of Agreement. The proposed duration is to remain in effect until either 0.) The 3 expiration of ten(10)years from the"Effective Date" as defined herein; or fz.)Issuance of 4 the certificate of occupancy for the nonresidential structure and issuance of all certificates 5 of occupancy for all of the eighty-six (86) affordable workforce housing dwelling units, 6 whichever occurs sooner. This Agreement may be extended through an amendment to the 7 Agreement and approval in compliance with the public hearing requirements of Fla. Stat. 8 § 163.3225 (2024) and Monroe County Land Development Code Section 110-133(a)(3)- 9 (4). 10 11 Professional staff is recommending minor edits to this language as depicted in Attachment 12 2 in order to be reflective of the development that is proposed and specifies that if the 13 issuance of certificates of occupancy were to conclude the effectiveness of the agreement, 14 it would include both nonresidential structures (commercial retail and institutional office). 15 16 c) The development uses permitted on the land, including population densities, and building 17 intensities and height: 18 19 The development uses permitted are described in the agreement in Section III. D.Permitted 20 Uses. As depicted in Attachment Ito this Professional Staff Report, professional staff is 21 recommending that only the uses that are specifically included on the proposed site plan 22 be included in the development agreement. The proposed uses include commercial retail, 23 institutional limited to office space for a local non-profit organization, and attached 24 residential dwelling units designated as employee housing. 25 26 The population density proposed is 86 dwelling units, which is the maximum total 27 residential development potential that could be permitted on the Property in accordance 28 with LDC Section 130-143. The proposed nonresidential intensity will be 49,690 square 29 feet of floor area, which is under the maximum nonresidential development potential of 30 49,900 square feet. 31 The height of any new residential structure on the Property shall not exceed 38 feet. The 32 height of the residential structures identified as Buildings "Al" and"A2," as shown on the 33 Site Plan, shall be measured from a grade elevation of 8.9 feet NGVD. The height of the 34 residential structures identified as Buildings "B," "C," "D," "E," and the "Clubhouse," as 35 shown on the Site Plan, shall be measured from a grade elevation of 7.5 feet NGVD. The 36 height of any new nonresidential structure on the Property shall not exceed 35 feet, except 37 as allowed by Section 131-2 of the LDC. The height of the nonresidential structure, as 38 shown on the Site Plan, shall be measured from a grade elevation of 8.9 feet NGVD. 39 d) A description of public facilities that will service the development, including who shall 40 provide such facilities; the date any new facilities, if needed, will be constructed; and a 41 schedule to assure public facilities are available concurrent with the impacts of the 42 development: 43 A description of public facilities is stated in Section III. F. Public Facilities. 44 BOCC Professional Staff Report Monroe County Planning and Environmental Resources Department File No.2024-041 Page 8 of 12 76 1 1. The Florida Keys Aqueduct Authority("FKAA")provides domestic 2 potable water to the Property. The FKAA will provide sufficient 3 meters for the proposed development. In addition, the FKAA will 4 meter accessory development accordingly. 5 2. Florida Keys Electric Cooperative ("FKEC") provides electric 6 service to the Property. FKEC will provide sufficient meters 7 required for the proposed development. In addition, FKEC will 8 meter accessory development accordingly. 9 3. Solid waste service is provided to the Property by a solid waste 10 collection system franchised by Monroe County. 11 4. The Property is required to be connected to central sewer via 12 Key Largo Wastewater Treatment District("KLWTD"). 13 5. Based on the Level III traffic study performed and preliminary 14 traffic concurrency review, the proposed development is projected 15 to generate 2,184 daily trips on Segment 22, which currently has a 16 remaining capacity of 12,500 trips. However, the proposed 17 development is projected to generate 1,638 daily trips on Segment 18 21, which exceeds the remaining capacity of Segment 21 19 (Plantation). The proposed development is currently within 5% 20 below Level of Service ("LOS") C. In order to be in compliance 21 with Monroe County Comprehensive Plan Policies 301.1.1, 301.1.2, 22 301.2.2, 301.2.3 and 301.2.4 as well as LDC Sections 114-2(a)(1)a, 23 b, and c., mitigation or sufficient evidence acceptable to Monroe 24 County that the potential trip generation does not exceed LOS C, 25 must be provided prior to issuance of a building permit for the 26 proposed development. Mitigation may be in the form of specific 27 improvements or proportioned shared contribution towards 28 improvements and strategies identified by the County and/or FDOT 29 to address any level of service degradation beyond LOS C and/or 30 deficiencies. The applicant shall submit evidence of an agreement 31 between the applicant and the FDOT for inclusion in any contract or 32 agreement for improvements to US 1. For roadway improvements 33 required,the applicant/owner may utilize the following,pursuant to 34 LDC Section 114-2(b)(5)(c)(3): 35 a. The necessary facilities and services are in place at the time a 36 development permit is issued; or 37 b. The necessary facilities and services are in place at the time a 38 certificate of occupancy, or its functional equivalent is issued. 39 Prior to commencement of construction, the applicant shall enter 40 into a binding and legally enforceable commitment to the County 41 to assure construction or improvement of the facility; or BOCC Professional Staff Report Monroe County Planning and Environmental Resources Department File No.2024-041 Page 9 of 12 77 I c. A binding executed contract in place at the time a permit is issued 2 which provides for the commencement of the actual construction 3 of the required facilities or provision of services; or 4 d. An enforceable development agreement guaranteeing that the 5 necessary facilities and services will be in place with the issuance 6 of a permit. An enforceable development agreement may include 7 but is not limited to, development agreements pursuant to section 8 163.3220, F.F., or an agreement or development order issuance 9 pursuant to Chapter 380, F.S., or 10 e. A proportionate share contribution that is sufficient to accomplish 11 one or more mobility improvement(s) that will benefit a 12 regionally significant transportation facility. A proposed 13 proportionate fair share mitigation shall be reviewed pursuant to 14 LDC Section 126-2. 15 16 6. The Parties hereby acknowledge and agree that any traffic level of 17 service conditions described in this Agreement are preliminary, and 18 only represents a conditional concurrency determination. A final 19 concurrency review shall be completed during building permit 20 review to ensure adequate roadway capacity is confirmed and the 21 adopted level of service is maintained. 22 Based on the preliminary traffic concurrency review, IF the 23 mitigation proposed below is implemented, the proposed 24 development is currently in compliance with Monroe County 25 Comprehensive Plan Policies 301.1.1, 301.1.2, 301.2.2, 301.2.3 and 26 301.2.4 as well as LDC Sections 114-2(a)(1)a., b., and c. The 27 proposed mitigation includes the following: 28 A monetary payment in the amount of $177,295.80, which 29 constitutes the amount equal to the mitigation of sixteen (16) daily 30 trips, as provided in the mitigation analysis incorporated as Exhibit 31 D. 32 Any future changes to the approved use of the development 33 (redevelopment),as described herein,shall require County approval, 34 and shall require additional traffic concurrency review at the time of 35 approval pursuant to Comprehensive Plan Policy 301.1.1. 36 e) A description of any reservation or dedication of land for public purposes: 37 38 There is no reservation or dedication of land for any public purpose contemplated by this 39 Agreement. This is stated in Section III. G. Reservation or Dedication of Land. 40 41 f) A description of all local development permits approved or needed to be approved for the 42 development of the land: 43 BOCC Professional Staff Report Monroe County Planning and Environmental Resources Department File No.2024-041 Page 10 of 12 78 I A description of all local development permits approved or needed to be approved for the 2 development of the land is stated in Section III. N. of the development agreement and 3 included below: 4 a. A Land Development Code text amendment establishing Section 130-143, 5 "Tavernier Commercial Overlay"; and 6 b. A Land Use District ("LUD") Map amendment to apply the Tavernier 7 Commercial Overlay to the Property; and 8 C. A Comprehensive Plan text amendment establishing Goal 113, Objective 9 113-1, and Policy 113-1.1, "Tavernier Workforce Housing Subarea"; and 10 d. A Major Conditional Use Permit for the development contemplated herein; 11 and 12 e. A Variance granted by the Planning Commission to access standards in 13 Chapter 114, Article VII of the Land Development Code; and 14 f. An NROGO Allocation Award for all new nonresidential floor area in 15 accordance with Land Development Code Sections 130-143 and 138-48; and 16 g. A reservation of eighty-six (86) workforce housing early evacuation unit 17 allocations via BOCC resolution in accordance with Monroe County 18 Comprehensive Plan Policy 113.1.1; and 19 h. An Alcoholic Beverage Special Use Permit if alcoholic beverages are to be 20 sold upon the premises; and 21 i. Building permits shall be required for the development contemplated herein. 22 The development shall be consistent with all applicable Codes, 23 including but not limited to the Monroe County Comprehensive Plan, 24 Monroe County Land Development Code, Monroe County Code of 25 Ordinances, and Florida Building Code; and 26 j. All permits required from and approved by Federal and/or State agencies for 27 the lawful permitted filling of the manmade weir pit located on the Property, 28 in addition to building permit approval required for the lawful permitted 29 filling of the manmade weir pit located on the Property; and 30 k. All other necessary development approvals that are required under applicable 31 law and under and pursuant to the Monroe County Land Development Code, 32 Code of Ordinances, Comprehensive Plan, and Florida Building Code. 33 g) A finding that the development permitted or proposed is consistent with the local 34 government's comprehensive plan and land development regulations: 35 36 A finding of consistency is stated in Section IILO. Finding of Consistency. BOCC Professional Staff Report Monroe County Planning and Environmental Resources Department File No.2024-041 Page 11 of 12 79 I h) A description of any conditions,terms,restrictions, or other requirements determined to be 2 necessary by the local government for the public health, safety, or welfare of its citizens: 3 4 Descriptions of the conditions, terms, restrictions and other requirements are provided 5 throughout the agreement. 6 7 i) A statement indicating that the failure of the agreement to address a particular permit, 8 condition, term, or restriction shall not relieve the developer of the necessity of complying 9 with the law governing said permitting requirements, conditions, term, or restriction: 10 Section III. R, Compliance with Other Laws and S, No Development Order or 11 Development Permit provide the following: 12 R. Compliance with Other Laws. The failure of this Agreement to address a particular 13 permit, condition, term, or restriction shall not relieve the signatory parties of the 14 necessity of complying with the laws governing said permitting requirements, 15 conditions, terms, or restrictions. 16 S. No Development Order or Development Permit. This Agreement is not and shall not 17 be construed under general or local law to constitute a "Development Order" or a 18 "Development Permit" or like authorization to commence development, nor shall it 19 relieve the Parties of the obligations to obtain necessary development approvals that 20 are required under applicable law under and pursuant to the Monroe County Land 21 Development Code and Comprehensive Plan and this Agreement. 22 V PROFESSIONAL STAFF RECOMMENDATION: 23 24 Professional staff recommends approval of the proposed Development Agreement with 25 professional staff-recommended edits as depicted in Attachment 1. 26 27 VI ATTACHMENTS 28 29 1. Proposed Development Agreement with Staff Recommended Edits 30 2. AECOM Comments Regarding Updated Crash Report and Truck Path Analysis BOCC Professional Staff Report Monroe County Planning and Environmental Resources Department File No.2024-041 Page 12 of 12 80 The Staff recommended edits to the Applicant's proposed Development Agreement,as originally submitted on January 29,2025 and most recently amended and resubmitted on April 10, 2025, are shown as follows: additions are in red Wijcrfiu ie e:�id dcVc6 ms e:uv s f4e:ke�l 01FtmL�I� .. DEVELOPMENT AGREEMENT This DEVELOPMENT AGREEMENT ("Agreement") is entered into on this day of 2025, by and between the MONROE COUNTY BOARD OF COUNTY COMMISSIONERS ("BOCC", `Board", "Monroe County", or the "County"), and BLACKSTONE GROUP TAVERNIER 925, L.L.C., a Florida-registered limited liability company (`Blackstone"), its heirs, assigns, and successors-in-interest and VC TAVERNIER, LLC, a Florida-registered limited liability company ("Vestcor"), its heirs, assigns, and successors- in-interest (Blackstone and Vestcor each hereinafter referred to individually in the singular as a "Parry" or together in the collective as the "Parties"), pursuant to Monroe County Land Development Code Sections 110-132110-133 and Florida Statutes §§ 163.3220-3243 (2024), which Monroe County and the Parties mutually agree bind and control this Agreement as of and after the "Effective Date" set forth herein: WITNESSETH: Monroe County and the Parties hereto hereby agree as follows: I. RECITALS A. This Agreement involves the redevelopment of property located at 92501 Overseas Highway,Tavernier,Monroe County,Florida, currently having Parcel ID Numbers 00490250-000000 and 00089490-000000 (the"Property"),the legal description of which is contained in Exhibit A. B. Monroe County and the Parties have the authority to enter into this Agreement pursuant to Florida Statutes §§ 163.3220 163.3243 (2024)1 and Monroe County Land Development Code Sections 110-132110-133. C. Monroe County and the Parties recognize that the public noticing and hearing procedures shall follow the requirements of Fla. Stat. § 163.3225 (2024) and Monroe County Land Development Code Sections 110-133(a)(3)—(4), which require public hearings before the Planning Commission and the Board of County Commissioners to consider approval of a Development Agreement. D. The Property, located at 92501 Overseas Highway, Tavernier, Florida, is generally described as follows: 1. Blackstone and Vestcor own, in fee simple, that certain real property located at 92501 Overseas Highway, Tavernier, Florida. A copy of the i The"Florida Local Government Development Agreement Act."Fla. Star. § 163.3220(1)(2024). Page 1 of 29 81 Warranty Deeds evidencing the Parties' ownership interest are attached hereto and incorporated herein as Exhibit A. 2. As of the date of this Agreement, the Property is assessed by the Monroe County Property Appraiser's Office as Parcel ID Numbers 00490250- 000000 and 00089490-000000 the boundaries of which are depicted on the submitted boundary surveys incorporated herein as Exhibits B and C. 3. The Monroe County Comprehensive Plan designates the Property as Mixed Use/Commercial ("MC") on its Future Land Use Map ("FLUM"). 4. The Monroe County Land Use District ("LUD") Map designates the Property as Suburban Commercial ("SC"). 5. The Monroe County Tier Overlay District Map designates the Property as Tier III (infill area). 6. The Property consists of 19.33 acres of gross area, consisting of 14.51 upland acres and 4.82 acres of mangroves. 7. The Property is required to receive a Nonresidential Rate of Growth Ordinance ("NROGO") allocation for any new nonresidential floor area to be constructed on the Property and is required to receive a Rate of Growth Ordinance ("ROGO") allocation for any new dwelling units to be constructed on the Property. II. PURPOSE A. The overall purpose of this Agreement is to allow for the Property's redevelopment with a commercial retail use within a single.,, approximately 49,340 square foot structure, as shown in the conceptual site plan, an institutional office use for the non-profit AH Monroe, not to exceed 350 square feet. u:e�uflg �uu go mrwre tyi gu uu�tukl 41 tue *�flie �4M S(tl,uffe 10o age el Iflie exceeetl tomV....ol' 49,900 square feet od...uuorruue��:u(flcuufl.�uV dVou.... irci btu uiy:..�yejjj, and eighty-six (86) attached affordable workforce housing dwelling units pursuant to Monroe County Land Development Code Sections 130-93, 130-143, and Comprehensive Plan Goal 113, Objective 113.1, and Policy 113.1.1. B. This Agreement provides for the redevelopment of the Property utilizing, as part of its overall development, up to a forty-nine thousand and nine-hundred square foot (49,900 s.f.)NROGO allocation from Monroe County,pursuant to Monroe County Land Development Code Section 130-143 and Chapter 138, Article III and eighty- six (86) workforce housing early evacuation building permit allocations, pursuant to Comprehensive Plan Goal 113, Objective 113.1, and Policy 113.1.1. III. AGREEMENT REQUIREMENTS Page 2 of 29 82 A. Recitals. The foregoing recitals are true and correct and are hereby incorporated as if fully set forth herein. B. Legal Description and Ownership. The legal description of the Property is set forth in Exhibit A. C. Duration of Agreement. This Development Agreement shall remain in effect until either W) The expiration of ten (10) years from the "Effective Date" as defined herein; or L1.) Issuance of the certificate of occupancy for both nonresidential structures and issuance of all certificates of occupancy for all of the eighty-six (86) affordable workforce housing dwelling units, whichever occurs sooner. This Agreement may be extended through an amendment to the Agreement and approval in compliance with the public hearing requirements of Fla. Stat. § 163.3225 (2024) and Monroe County Land Development Code Section 110-133(a)(3)—(4). For the effective duration of this Agreement, the Parties agree that development applied for pursuant to this Agreement shall comply with and be controlled by this Agreement, the Monroe County Land Development Code ("LDC"), and the Monroe County Comprehensive Plan governing the development of the land in effect on the effective date of this Agreement. D. Permitted Uses. 1. The Property is currently within the SC LUD and has a corresponding MC FLUM designation. 2. Per LDC Section 130-46: "The purpose of the SC district is to establish areas for commercial uses designed and intended primarily to serve the needs of the immediate planning area in which they are located. This district should be established at locations convenient and accessible to residential areas to reduce trips on U.S. L"- 3. In accordance with LDC Section 130-93(a),the following uses are permitted as of right in the Suburban Commercial district: (1)Institutional uses; 4. In accordance with LDC Section 130-93(c), "the following uses are permitted as major conditional uses in the Suburban Commercial district subject to the standards and procedures set forth in Chapter 110, Article III: (1) Commercial retail, 4Tice, Fe!14 ii miu:it uses, of low and medium intensity, and of greater than 10,000 square feet in floor area,provided that access to U.S. 1 is by way of: (a) an existing curb cut; (b) a signalized intersection; or Page 3 of 29 83 (c) a curb cut that is separated from any other curb cut on the same side of U.S. 1 by at least 400 feet." 5. In accordance with LDC Section 130-93(c), "the following uses are permitted as major conditional uses in the Suburban Commercial district subject to the standards and procedures set forth in Chapter 110, Article III: (9) Attached and detached dwellings involving more than 18 units, designated as employee housing as provided for in LDC Section 139-1." 6. Monroe County LDC Section 130-143 provides in pertinent part: (a) Purpose and Intent. The purpose of the Tavernier Commercial Overlay District is to implement applicable goals, objectives, and policies of the Comprehensive Plan and to allow larger-scale nonresidential development in a scarified area of the Upper Keys that primarily serves the needs of permanent residents of the Upper Keys. The intent is to provide accessible nonresidential uses to permanent residents of the Upper Keys, while maintaining the character of Tavernier. (b) Boundary. The Tavernier Commercial Overlay shall be shown as an overlay district on the Official Land Use District map. The Tavernier Commercial Overlay District shall be shown as the boundary of the parcels with Monroe County Parcel ID numbers 00490250-000000 and 00089490- 000000, and depicted in the map below: � u rox, � 115)u 92 � V , pp C 00089490-000000 �rf 00490250-000000 (c) Applicability. Development within the Tavernier Commercial Overlay District shall be subject to the following standards: Page 4 of 29 84 1. An amendment to the Official Land Use District Map is required and such overlay shall be shown on the Official Land Use District Map. 2. The development of a single nonresidential structure that contains more than 10,000 square feet within the Overlay District shall be subject to the terms and conditions of an approved Development Agreement as defined in sections 110- 132, 113-133, and must include: a. Provisions for the development of 86 workforce housing dwelling units on site. The distribution of said workforce housing units (low, median and moderate) provided on site shall be memorialized and provided for in the Development Agreement; and b. Preferred leasing standards for essential workers of the workforce units; and c. An approved site plan that includes the following in addition to all site requirements in accordance with the Land Development Code: i. A pedestrian walkway connecting the nonresidential parking area to the right of way known as Orange Blossom Road. Required lighting for the pedestrian walkway must be in compliance with Chapter 114, Article VI. ii. If outdoor lighting is proposed, in addition to all requirements of Chapter 114, Article VI, such lighting shall be designed and located such that the maximum illumination measured in footcandles at any exterior property line adjacent to residential uses, not included in this overlay,shall not exceed zero (0) for cutoff and noncutoff lights, with the exception of the pedestrian walkway or any lighting required for life safety, as provided by Monroe County. d. A traffic safety analysis completed as part of the required Traffic Study. 3. All property lines adjacent to U.S. 1 shall provide a Class E Scenic Corridor Buffer. Page 5 of 29 85 4. All development shall be permitted in accordance with the permitted and conditional use requirements of Chapter 130, Article III, Permitted and Conditional Uses. 5. Industrial uses are not permitted within the Overlay. Notwithstanding the preceding sentence, industrial uses determined to be lawfully nonconforming existing uses within the Overlay are permitted to remain, and operate, until such time as a building permit is issued for the nonresidential structure of more than 10,000 square feet. (d) Maximum Development Potential. 1. There shall be no allocated or maximum net density standards available for residential market-rate or transient dwelling units. 2. The Tavernier Commercial Overlay District shall be limited to a maximum total development potential of: a. 49,900 square feet of nonresidential floor area; and b. Eighty-six (86) deed restricted workforce housing dwelling units; and c. Accessory uses and structures (e) NROGO Allocations. Notwithstanding Section 138-51, the Tavernier Commercial Overlay District shall have the following NROGO allocation standards provided that the criteria set forth in subsections (f), (g) and(h) are satisfied: 1. Maximum allocation of nonresidential floor area. The amount of nonresidential floor area to be allocated or transferred to the Tavernier Commercial Overlay District shall be limited to a maximum of 49,900 square feet. 2. Maximum floor area per structure. A single nonresidential principal structure within the Tavernier Commercial Overlay District shall be permitted to receive an allocation that expands the structure to more than 10,000 square feet, but not to exceed a maximum of 49,900 square feet of nonresidential floor area. (f) No building permit shall be issued for a structure receiving an NROGO Allocation or transfer that would expand a nonresidential structure within the Overlay to more than 10,000 square feet unless and until building permits for all 86 workforce housing units have been issued. (g) All new residential units developed within the Overlay shall be subject to the ROGO permit allocation system or transfer of ROGO exemptions of existing lawfully established permanent market rate affordable dwelling units that have less than five years remaining on the required deed restriction pursuant to Section 138-22(b)(4)(b). Page 6 of 29 86 (h)Prior to the issuance of a Certificate of Occupancy for a nonresidential structure that is more than 10,000 square feet: 1. At least 50% (43) of the required 86 workforce housing units must have received a Temporary Certificate of Occupancy; and 2. All required 86 workforce housing units must have received approved foundation inspections. (i) All other provisions of the Comprehensive Plan, Tavernier Livable Communikeys Plan,the Tavernier Creek to Mile Marker 97 US Highway Corridor Development Standards and Guidelines and the Land Development Code apply unless expressly exempted herein. 8. The Monroe County Year 2030 Comprehensive Plan has been amended so as to establish Goal 113, Objective 113.1, and Policy 113.1.1, which established the "Tavernier Workforce Housing Subarea 1". 9. Monroe County Year 2030 Comprehensive Plan Goal 113, Objective 113.1, and Policy 113.1.1 provides, in pertinent part: GOAL 113 Monroe County shall manage future growth to enhance the quality of life and safety of County residents and to prioritize the provision of workforce housing that is safe, code compliant,and resilient. To incentivize the supply and address the inadequate availability of workforce housing near Upper Keys employment centers, the County shall provide for the development of site-specific land use mechanisms,and the allocation of workforce housing early evacuation building permit allocations pursuant to the Workforce-Affordable Housing Initiative from Monroe County. OBJECTIVE 113.1 Monroe County shall create site-specific subareas located in Tavernier which permit the allocation of workforce housing early evacuation building permit allocations pursuant to the Workforce-Affordable Housing Initiative to facilitate the development of workforce housing in suitable areas located in close proximity to Upper Keys employment centers (Islamorada, Tavernier, and Key Largo). All site-specific subareas located in Tavernier shall require a Policy defining the development restrictions and allowances for the subarea. POLICY 113.1.1 TAVERNIER WORKFORCE HOUSING SUBAREA 1 The purpose of the Tavernier Workforce Housing Subarea 1 is to implement applicable goals, objectives, and policies of the Comprehensive Plan to promote and facilitate development of workforce housing to meet the needs of the Upper Keys and Monroe County. Page 7 of 29 87 1. Boundary. The Tavernier Workforce Housing Subarea 1 shall consist of a portion of property having Parcel Identification Number 00089490-000000, as legally described and depicted on the map below: A portion of Lot 6, MacDonald's Plat lying Easterly of the Easterly right of way line of Old State Road 4-A, and Recorded in Plat Book 1, at Page 64 of the Public Records of Monroe County, Florida. r !4 Jxi. naa J ( f x^ { f z s ar ( ` C a v � li&F 2. Rate of Growth Ordinance Allocations. a. Notwithstanding Comprehensive Plan Policies 101.3.12(a) and 101.3.12(k) and LDC Sections 138-24(e)(2)(a)and 138-24(e)(2)(k), the Tavernier Workforce Housing Subarea 1 shall be eligible to receive up to eighty-six (86) ROGO allocations by means of: i. Award of workforce housing early evacuation building permit allocations from Monroe County pursuant to the Workforce- Affordable Housing Initiative, reserved by means of a BOCC resolution. The BOCC may, at its discretion, place conditions on the reservation. ii. Dwelling units that are constructed and/or deed restricted with workforce housing early evacuation building permit allocations are required to evacuate in Phase 1 of the 48-hr evacuation of a pending major hurricane, pursuant to Policies 101.3.2, 101.3.3 and 101.3.12. E. All workforce housing early evacuation units shall be restricted to rental occupancy for those who derive at least 70% of their income as members of the workforce in Monroe County and who meet the affordable housing income categories of the Monroe County Land Development Code. Page 8 of 29 88 F. Public Facilities. Based on a preliminary concurrency review, all public facilities identified below are available as of the date of this Agreement, and capacity for each is projected to be available concurrent with the impacts of development. A final concurrency review and approval shall be required as part of the building permit approval process. 1. The Florida Keys Aqueduct Authority ("FKAA") provides domestic potable water to the Property. The FKAA will provide sufficient meters for the proposed development. In addition, the FKAA will meter accessory development accordingly. 2. Florida Keys Electric Cooperative ("FKEC") provides electric service to the Property. FKEC will provide sufficient meters required for the proposed development. In addition, FKEC will meter accessory development accordingly. 3. Solid waste service is provided to the Property by a solid waste collection system franchised by Monroe County. 4. The Property is required to be connected to central sewer via Key Largo Wastewater Treatment District("KLWTD"). 5. Based on the Level III traffic study performed and preliminary traffic concurrency review, the proposed development is projected to generate 2,184 daily trips on Segment 22, which currently has a remaining capacity of 12,500 trips. However, the proposed development is projected to generate 1,638 daily trips on Segment 21, which exceeds the remaining capacity of Segment 21 (Plantation). The proposed development is currently within 5% below Level of Service ("LOS") C. In order to be in compliance with Monroe County Comprehensive Plan Policies 301.1.1, 301.1.2, 301.2.2, 301.2.3 and 301.2.4 as well as LDC Sections 114- 2(a)(1)a, b, and c., mitigation or sufficient evidence acceptable to Monroe County that the potential trip generation does not exceed LOS C, must be provided prior to issuance of a building permit for the proposed development. Mitigation may be in the form of specific improvements or proportioned shared contribution towards improvements and strategies identified by the County and/or FDOT to address any level of service degradation beyond LOS C and/or deficiencies. The applicant shall submit evidence of an agreement between the applicant and the FDOT for inclusion in any contract or agreement for improvements to US 1. For roadway improvements required, the applicant/owner may utilize the following,pursuant to LDC Section 114-2(b)(5)(c)(3): a. The necessary facilities and services are in place at the time a development permit is issued; or b. The necessary facilities and services are in place at the time a Page 9 of 29 89 certificate of occupancy, or its functional equivalent is issued. Prior to commencement of construction,the applicant shall enter into a binding and legally enforceable commitment to the County to assure construction or improvement of the facility; or c. A binding executed contract in place at the time a permit is issued which provides for the commencement of the actual construction of the required facilities or provision of services; or d. An enforceable development agreement guaranteeing that the necessary facilities and services will be in place with the issuance of a permit. An enforceable development agreement may include but is not limited to, development agreements pursuant to section 163.3220, F.F., or an agreement or development order issuance pursuant to Chapter 380, F.S., or e.A proportionate share contribution that is sufficient to accomplish one or more mobility improvement(s) that will benefit a regionally significant transportation facility. A proposed proportionate fair share mitigation shall be reviewed pursuant to LDC Section 126-2. 6. The Parties hereby acknowledge and agree that any traffic level of service conditions described in this Agreement are preliminary, and only represents a conditional concurrency determination. A final concurrency review shall be completed during building permit review to ensure adequate roadway capacity is confirmed and the adopted level of service is maintained. Based on the preliminary traffic concurrency review, IF the mitigation proposed below is implemented, the proposed development is currently in compliance with Monroe County Comprehensive Plan Policies 301.1.1, 301.1.2, 301.2.2,301.2.3 and 301.2.4 as well as LDC Sections 114-2(a)(1)a., b., and c. The proposed mitigation includes the following: A monetary payment in the amount of $177,295.80, which constitutes the amount equal to the mitigation of the impact of sixteen (16) daily trips, as provided in the mitigation analysis incorporated as Exhibit D. Any future changes to the approved use of the development (redevelopment), as described herein, shall require County approval, and shall require additional traffic concurrency review at the time of approval pursuant to Comprehensive Plan Policy 301.1.1. Page 10 of 29 90 G. Reservation or Dedication of Land. There is no reservation or dedication of land for any public purpose contemplated by this Agreement. H. Development Allowed. The following specific criteria are those which will guide the subject redevelopment of the Property with a 49,340 square foot commercial retail use within a single structure, as shown on the conceptual site plan, an institutional office use for the non-profit AH Monroe or similar institutional use, not to exceed 350 square feet, o and inno event willor the combination thereof exceed 49,900 square eet Epp aaoaacccua etuau . ppo,or Irc i,, and eighty-six (86) attached affordable workforce housing dwelling units, including associated accessory structures and uses, and are the standards by which any further approvals shall be measured and shall be as follows: 1. Provided such development can be designed and approved by all applicable Codes, including but not limited to the Monroe County Comprehensive Plan, Monroe County Land Development Code, Monroe County Code of Ordinances, and the Florida Building Code, the Parties are authorized to redevelop and operate the Property consisting of the following development: a. Eighty-six (86) attached, deed restricted affordable workforce housing dwelling units, designated as employee housing; and b. A single commercial retail structure with ati approximateV) basekl ���� ueuuuue eafl c(a tacepatau�u��a� jute���p.�aV�uua �ai�°49 340 M�a�au�u i���ae 1°ee��� �uuaafl 1,�,1��t() but tint u�„� exce (I 49,550 square feet of nonresidential floor area., Nisca;�..oti fiic. conccpafiuucup site uapppua uuacp uciccl is Lxx iibit F; and C. An institutional office use for the local non-profit, AH Monroe, as detailed in the Memorandum of Understanding incorporated as Exhibit E, or cuuaau,�auarr uaa fiuVuu iotiau� o1fice use, not to exceed 350 square feet of non residential floor area �aa � � u:ufiu�aaau �...iise; and d. Accessory uses and structures provided they meet the definition of accessory uses and structures as set forth in Land Development Code Section 101-1; and 2. The Property is determined to have the following density and intensity: a. Monroe County and the Parties agree to limit the maximum residential density on the Property to eighty-six (86) affordable workforce housing dwelling units; and b. Monroe County and the Parties agree to limit the maximum nonresidential intensity on the Property to forty-nine thousand and nine-hundred square feet (49,900 s.f.) of nonresidential floor area; and Page 11 of 29 91 C. This maximum development potential of 86 affordable workforce housing dwelling units and 49,900 square feet of nonresidential floor area shall be considered one hundred percent (100%) of the cumulative development potential of the Property. 3. Pre-Leasing and Leasing of Workforce Housing Dwelling Units. a. Pursuant to LDC Section 130-143, Monroe County and the Parties agree that the following pre-leasing and leasing standards of the workforce housing dwelling units shall apply: i. At least thirty(30)days prior to the workforce dwelling units being made available for lease to the general public, essential workers located within Monroe County shall have a first right and opportunity to lease a dwelling unit. ii. After construction and the initial leasing of the workforce housing dwelling units, if any dwelling unit becomes available, essential workers who qualify under the Monroe County affordable workforce housing requirements shall be given preference to lease the available dwelling unit. For the avoidance of doubt, this provision shall be interpreted such that where multiple applicants apply for a workforce housing dwelling unit and one of the applicants is an essential worker, the essential worker shall be selected over the other applicants. iii. For the purpose of this Agreement, essential workers are those employees that are considered to be essential to the workforce of Monroe County and include but are not limited to those who work in the following professional fields: Government including but not limited to the Monroe County Board of County Commissioners ("BOCC"), Monroe County School District(School Board), the Monroe County Sheriff's Office, healthcare personnel, first responders such as firefighters, emergency medical technicians (EMTs), and paramedics, and Florida Fish and Wildlife Conservation Commission ("FWC") employees. 4. Rate of Growth Ordinance Allocations. a. The Parties agree that in accordance with Comprehensive Plan Policy 113.1.1,the Property shall be eligible to receive up to eighty- six (86) ROGO allocations by means of: i. Award of workforce housing early evacuation building permit allocations from Monroe County pursuant to the Department of Economic Opportunity's Keys Workforce- Affordable Housing Initiative (Workforce Initiative), Page 12 of 29 92 approved by the Administration Commission on June 13, 2018,reserved by means of a BOCC resolution. The BOCC may, at its discretion,place conditions on the reservation. 5. Nonresidential Rate of Growth Ordinance. a. The Parties agree that all required NROGO allocations will be allocated to the Property by means of: i. Award, from the Monroe County NROGO bank to the Property, of an allocation of up to forty-nine thousand nine hundred square feet(49,900 s.f.)of nonresidential floor area, in accordance with Monroe County Land Development Code Sections 130-143 and 138-52(o). L Height.The height of any new residential structure on the Property shall not exceed 38 feet. The height of the residential structures identified as Buildings "Al" and "A2," as shown on the Site Plan, shall be measured from a grade elevation of 8.9 feet NGVD. The height of the residential structures identified as Buildings "B," "C," 'D," 'E," and the "Clubhouse," as shown on the Site Plan, shall be measured from a grade elevation of 7.5 feet NGVD. The height of any new nonresidential structure on the Property shall not exceed 35 feet, except as allowed by Section 131-2 of the LDC. The height of the nonresidential structure, as shown on the Site Plan, shall be measured from a grade elevation of 8.9 feet NGVD. Deed Restrictions for Affordable Housing.The Property shall have a single deed- restriction for the affordable workforce housing units, which shall be subject to approval by the Monroe County Attorney's Office, and shall be recorded on the Property at the Parties' expense, that demonstrates compliance with the requirements of said Keys Workforce Housing Initiative as adopted and implemented by the County. The income categories for the 86 units shall consist of forty-nine (49) moderate-income units and thirty-seven (37) low-income units. 11' y ) r :rti Ord„° iticoaie............................................................ ...................................................................................................................................................................................................................................................................................................... K. Workforce Housing Initiative Compliance. As provided in Comprehensive Plan Policy 101.3.12 and Land Development Code Section 138-24(e): (b) The construction of dwelling units,the redevelopment or the deed restriction of existing dwelling units utilizing workforce housing early evacuation unit allocations shall require approval of a resolution approving a contract between the BOCC and the applicant to officially exchange the allocations and confirm compliance with the requirements workforce initiative. (c) All workforce housing early evacuation units require a deed-restriction ensuring: Page 13 of 29 93 (1) Before any building permit may be issued for any structure, portion or phase of a project subject to the Workforce Initiative, a restrictive covenant shall be approved by the Planning Director and County Attorney and recorded in the Office of the Clerk of the County to ensure compliance with the provision of this section running in favor of the County and enforceable by the County and, if applicable, a participating municipality. The following requirements shall apply to these restrictive covenants: a. The covenants for any workforce housing early evacuation units shall be effective for 99 years. b. The covenants shall not commence running until a certificate of occupancy has been issued by the Building Official for the dwelling unit or dwelling units to which the covenant or covenants apply. C. For existing dwelling units that are deed-restricted as workforce housing early evacuation units, the covenants shall commence running upon recordation in the Official Records of Monroe County. (2) The covenants shall require that the workforce housing early evacuation units to be restricted to rental occupancy for those who derive at Least 70% of their income as members of the workforce in Monroe County and who meet the affordable housing income categories of the Monroe County Land Development Code. The occupants are required to annually verify their employment and income eligibility. (3) The covenants shall require occupants to evacuate in Phase 1 of the 48-hr evacuation of a pending major hurricane. Persons living in the workforce housing early evacuation units who may be exempted from evacuation requirements are limited to law enforcement, correctional and fire personnel, health care personnel, and public employees with emergency management responsibilities. If there is an occupant that indicates their employment is considered a'first-responder position' and not included in the list of exemptions above, then the Planning Director shall determine, in writing,whether the person may be exempted because of a requirement to remain during an emergency. Any person claiming exemption under this provision shall submit of an affidavit of qualification and faithfully certify their status with the onsite property management. (4) The covenants shall require rental agreements which contain a separate disclosure requiring rental occupants to acknowledge the existing restrictive covenant on the unit requiring evacuation in Phase 1 of the 48- hr evacuation and that failure to adhere to the Phase 1 evacuation Page 14 of 29 94 requirement could result in severe penalties, including eviction, to the occupant. (5) The covenants shall require onsite property managers and a separate employment disclosure requiring the maintenance of training in evacuation procedures and an acknowledgement that failure to adhere to the Phase I evacuation requirement could result in severe penalties, including termination. (d) Workforce housing early evacuation units shall be restricted to rental occupancy for those who derive at least 70% of their income as members of the workforce in Monroe County and who meet the affordable housing income categories of the Monroe County Land Development Code. Workforce means individuals or families who are gainfully employed supplying goods and/or services to Monroe County residents or visitors. (e) Workforce housing early evacuation units shall require onsite property management with property managers trained in evacuation procedures and required to manage the evacuation of tenants in Phase I of an evacuation. During traditional working hours, the property manager must be at an office within the workforce housing early evacuation unit development subject property. Outside the traditional working hours, the property manager must be available at all times to respond to evacuation orders. (f) The property management entity for the workforce housing early evacuation units shall be required to annually verify the employment and income eligibility of tenants; report the total units on the site, the occupancy rates of units, and tenant compliance with the requirement to evacuate the units in Phase I of an evacuation, including the number of occupants that are exempt from the evacuation requirements. The property management entity must submit a report to the Planning and Environmental Resources Department by May I of each year. Further, each lease and this annual report shall be kept by the property manager and be available for inspection by the County during traditional working hours. (g) Workforce housing early evacuation units shall be located within an area designated as Tier III. (h) Workforce housing early evacuation units shall not be located in the V-Zone or within a Coastal Barrier Resource System (CBRS). Page 15 of 29 95 (i) Workforce housing early evacuation units shall be located on a property which has all infrastructure available (potable water, adequate wastewater treatment and disposal wastewater meeting adopted LOS,paved roads, etc.). (j) All workforce housing early evacuation units must demonstrate compliance with all applicable federal standards for accessibility for persons with disabilities (ADA Compliance). L. Affordability Compliance. a. Affordable Housing Definitions. i. Affordable housing means residential dwelling units that meet the following requirements: a. Meet all applicable requirements of the United States Department of Housing and Urban Development minimum property standards as to room sizes, fixtures, landscaping and building materials, when not in conflict with applicable laws of the county; and b. A dwelling unit whose monthly rent, not including utilities, does not exceed 30 percent of that amount which represents either 50 percent (very low income) or 80 percent(low income) or 100 percent(median income) or 120 percent (moderate income) of the monthly median adjusted household income for the county. vii.Affordable rental housing, low income, means a dwelling unit whose monthly rent, not including utilities, does not exceed 30 percent of the amount that represents 80 percent of the monthly median adjusted household income for the county. viii. Affordable rental housing, median income, means a dwelling unit whose monthly rent,not including utilities, does not exceed 30 percent of the amount that represents 100 percent of the monthly adjusted median household income for the county. ix. Affordable rental housing, moderate income, means a dwelling unit whose monthly rent,not including utilities, does not exceed 30 percent of the amount that represents 120 percent of the monthly median adjusted household income for the county. x. Affordable rental housing, very low income, means a rental dwelling unit whose monthly rent, not including utilities, does Page 16 of 29 96 not exceed 30 percent of the amount that represents 50 percent of the monthly median adjusted household income for the county. xi. Employee housing means an attached or detached dwelling unit that is intended to serve as affordable, permanent housing for working households, which derive at least 70 percent of their household income from gainful employment in the county and meet the requirements for affordable housing as defined in this section and as per section 130-161. xiv. Median income, rental rates and qualifying incomes table, means eligibility requirements compiled each year by the planning department based upon the median annual household income published for the county on an annual basis by the U.S. Department of Housing and Urban Development and similar information for median and moderate income levels from the Florida Housing Finance Corporation. Affordable housing eligibility requirements for each household will be based upon median annual household income adjusted by family size, as set forth by the U.S. Department of Housing and Urban Development and the Florida Housing Finance Corporation. The county shall rely upon this information to determine maximum rental rates and maximum household incomes eligible for affordable housing rental or purchase. xv. Monthly median household income means the median annual household income for the county divided by 12. xvi. Workforce means individuals or families who are gainfully employed supplying goods and/or services to Monroe County residents or visitors. xvii. Workforce housing means dwelling units for those who derive at least 70 percent of their income as members of the Workforce in Monroe County and who meet the affordable housing income categories of the Monroe County Code. Workforce housing shall be interchangeable with the terms detached or attached Page 17 of 29 97 dwellings, employee housing or commercial apartments included in the land use districts and shall be a permitted use in all land use districts where detached dwelling, attached dwellings, employee housing or commercial apartments are included as a current permitted use. An applicant choosing to develop workforce housing is subject to the requirements of Chapter 139 and all other requirements included in the land development code, including but not limited to, density, parking, bufferyards, access, etc. b. Requirements. i Tourist housing use or vacation rental use of affordable or employee housing units is prohibited. ii. The parcel of land proposed for development of affordable or employee housing shall only be located within a tier III designated area or, within a tier III-A (special protection area) designated area that does not propose the clearing of any portion of an upland native habitat patch of one acre or greater in area. iii. During occupancy of any affordable housing rental unit,not otherwise limited by state or federal statute or rule concerning household income, a households annual income may increase to an amount not to exceed 140 percent of the median household income for the county. If the income of the lessee exceeds this amount, the tenant's occupancy shall terminate at the end of the existing lease term. The maximum lease for any term shall be three years or 36 months. M. Approval of Conceptual Site Plan; Minor Revisions; Final Site Plan. � p y g � oticeppt!�'I ...4" C"4DI��C�C" �V��a�....4 e"4e .,,D �qV➢�.g� a���� 4,�Il"V�",G�� �f V'� .. .. Site p bUl ... y Perez L,��'-W gd!lg & 1)CVCVo['?g1gill, (tic (t(Le Site . �u:... ( �p�cc ;....c rct p.. is ExhibitF. liq e e.i. time �;;pgi Kti e site...1�iat,....o re�;p°��d p I art oi time e eio��pmetmto depi „�� �mm me u l �� e�p�mmdi �:�pm� i eutt�i III�e p 11e deyek)pi lew 1114�6)ff eel by fl " Ag�Feeailew �s elep eted etl age C wieet)tH1fl.. s4e p�lbltl. pfep 'l FeEl... y .... Pebee, kt1g41eeH t1g & Pe;'e I o p')�ilew, pule. (flie S4e ( �.® Pie Gwieep�fiuuufi p lwi is gefeby u�p)p f:oVeE1 pay:. i � p iuu� , , u �ucgeflge��e �� " l; i �i �t flie couu ity; 41ehIE1 1'er; b14 tiot �414eE� �o; flie w4etl�a4�wl p �p..0 ceu e fi, (iesig flie loea4uwl uu (i eollpugumi4uwl 4, �I.sslDc�a�e(l Wifib le...HlDHFeSVklellti8l 4FH4HH1...8H i wof9d4e.e 6)1u11".41g 'MI 1 afe glefi ee g o�uu .,: Page 18 of 29 98 plwl, VH Y ef4ii eF L wv HbI e com RI H ti 1 K ey s 12kifl; th kiv eHiw eF cheek to Nq e MH FkarMA& I bighwHy WFli(IoF Development StHndHRIs Hn(I Gii 4.W ties; wid the Moni,oe Gotinty kan(.1 Development Code: Amy sHWwqHent ske IMP); ske pkin Hppwabs) an(I bliikfingr pel"mits Shak slibstwidHIly 'sibmi4ed f4 b1ii1t,14ig pefRdt", mHy skgkfly devkite 4om the coneeptilM Site 12kiti to HeeoffiffiOdHte. othe t eveloe pkin RFHde by the PHFiie!iokweW4&g Rd ROF eORAgU R16 MI Or SWUM Fe" RMdWHrq PH Fk i Q WHS; Mild QhW My Sj Ell G hM ngeS Q the pFo po sed "V of:k Io 1:e e h o I I s�ngr(:,Iw&I&g u n k" po a n Fee FM Sm H Rd M e e e am PY t 0 es s a I ap HeeoffifflodHte m4l(* C Meet tkHt afe tleee'!"'afy le) any atid HW fegidateFy 'my pFov i ow, (* Fegliklow, k4eefly fekited le) We sHfury; the pawyep Hnd HliflloF4Y a) deteRnw, an(I deem Heeepted; WkHt cmnstitiites penRiSSO-4e silbsuntim eamp!knee; H PEMNSM QM deWHOM; H PeFFRkSible MeeeS SOY Y Ilse eoffipkaflt I'V4 the defis4y anel 41tefis4y "'et 14fli 41 the...Atef�eeffiefit; 8fid a R141oF heHdetl tkHt to meet Fegllkltofy WNW Q the WRARg DOW% The PWAS I'VeRe the It#W tO any (.IeeVshon; Ond Developuent Co(:.Ie Seedon I M 9 hhe Fliml Ske P& shmA meet 4 Hpp%ble FeEtl4ement", e!"'tabli!"'ked 41 the MonFoe Cowity klnel Devek)Pffietit Code: 8� d Site ;ikIR RIH!"i t 4wew4 e 44le colmtY wit'l pHoie!", agiFee that the coneePtih the 41 addition t() aW , 'ite 41 HeeoFdanee -wifli W, MonFoe Golinty Ond Devekqvivent CON i: A p e(.I esti, m n w m I mmy e mi n eel ng the n an Fe s i(I end H& pa Fk i ngr H Fea to the Fight 4WHY kRONVBHS OFMILle � WSSORI ROMI: Reql4e(I hLrkdnLr f'oi, the pe(lestitan NvakiwHy miist be 41 eompliHnee Nvith Chaptef 1.14; 'ki�6ele 44:> LDC� 4 014dooF Ngktitig ws pfope!"'ed; 41 adt'14ion to HII ckapteF 1 14; Aftiele 447 6[)C� sliek 4ktitig skaW be (.1esignet.1 wid joemed stleh On the RIHOR111m ilkiRdmition meHsIiFe(,I 41 f'ooteamfle!,' Ht HRY tMeNOF PFO[WHY hneadjHeentto FesidentiM iises; RA 1 Rd Uded i n ON S OV ed HY; ISH-11 nOt M eeed MR) (W) Q M=M nd flOflelltof'l kgkt"'; e�s4k the exeeptwon (4 the pedestfiwl -*MkA,�,Hy of t any, kgkdng ftsqI4e(,I f'of kfe sHlety; tic, pFovk.Ie(.I by Nletifoe colffity: wwwr 44le cellntY wit'l pHft e!"i Hg ee le) mHke eommefeklWy feH!,',()mIWe ef'f,oF�s to 4leoFfwHte staf'l�!s eomments Fe'LrHFdkILr pa4it4ig; StFip4l'a; Agnmg, Hnd QnMe. or the eu* elit: I� owevei,; both pHide!", Fecmgnze that PDOW is the goveFn4ier atithoitty f'oi, the eiiib etit Page 19 of 29 99 N. Required Approvals. The following is a list of development approvals and permits required for the redevelopment of the Property, as specified in this Agreement: a. A Land Development Code text amendment establishing Section 130-143, "Tavernier Commercial Overlay"; and b. A Land Use District ("LUD") Map amendment to apply the Tavernier Commercial Overlay to the Property; and C. A Comprehensive Plan text amendment establishing Goal 113, Objective 113-1, and Policy 113-1.1, "Tavernier Workforce Housing Subarea"; and d. A Major Conditional Use Permit for the development contemplated herein; and e. A Variance granted by the Planning Commission to access standards in Chapter 114, Article VII of the Land Development Code; and f. An NROGO Allocation Award for all new nonresidential floor area in accordance with Land Development Code Sections 130-143 and 138-48; and g. A reservation of eighty-six (86) workforce housing early evacuation unit allocations via BOCC resolution in accordance with Monroe County Comprehensive Plan Policy 113.1.1; and h. An Alcoholic Beverage Special Use Permit if alcoholic beverages are to be sold upon the premises; and i. Building permits shall be required for the development contemplated herein. The development shall be consistent with all applicable Codes, including but not limited to the Monroe County Comprehensive Plan, Monroe County Land Development Code, Monroe County Code of Ordinances, and Florida Building Code; and j. All permits, if any, required from and approved by Federal and/or State agencies for the lawful permitted filling of the manmade weir pit located on the Property, in addition to building permit approval required for the lawful permitted filling of the manmade weir pit located on the Property; and k. All other necessary development approvals that are required under applicable law and under and pursuant to the Monroe County Land Development Code, Code of Ordinances, Comprehensive Plan, and Florida Building Code. O. Consistency. The development allowed under this Agreement is consistent with the Monroe County Comprehensive Plan and Land Development Code. P. Breach,Amendment, Enforcement, and Termination. Page 20 of 29 100 1. Material Breach. A material breach is the failure of any signatory parry to comply with the terms of this Agreement after Notice has been provided in conformity with this Agreement. 2. Notice. Upon any signatory parry's material breach of the term(s) and/or condition(s) of this Agreement, the non-breaching signatory parry shall serve written notice and shall provide the opportunity, within ninety (90) days, to propose a method of fulfilling the Agreement's terms and conditions or curing the breach. All signatory party(ies) shall be provided an additional ninety (90) days (measured from the date of service of written notice)to cure the material breach or to negotiate an amendment to this Agreement within a reasonable time, as mutually agreed to by the signatory parties. 3. Amendment or Termination. The signatory parties shall at all times adhere to the terms and conditions of this Agreement. Amendment, modification, termination, extension, or revocation of this Agreement shall be made in accordance with the notice and process requirements of this Agreement. a. No modifications, extensions, amendments, or alterations of the terms or conditions contained herein shall be effective unless contained in a written document approved and executed by the signatory parties. b. Amendment,modification, extension,or termination shall require at least two (2) public hearings. The hearings shall be held pursuant to an application filed with Monroe County by the Parry seeking to amend,modify, extend, or terminate this Agreement, along with the requisite filing fee(s). Notice of public hearing(s) shall be in accordance with the Monroe County Land Development Code and materially relevant Florida Statutes. C. Upon termination or expiration of this Agreement, the Property shall be subject to the laws, regulations, and rules of, including but not limited to, the Florida Building Code, Monroe County Code of Ordinances, Monroe County Land Development Code, and Monroe County Comprehensive Plan. 4. Enforcement. a. After notice and an opportunity to respond and/or cure the material breach as provided for below, Monroe County may utilize appropriate remedies, including but not limited to code enforcement remedies,to cure any breach after notice and an opportunity to cure has been provided in conformity with this Agreement. b. An "aggrieved or adversely affected parry", as defined in Section 163.3215(2), Florida Statutes, may file an action for declaratory, Page 21 of 29 101 injunctive, or other relief in the Circuit Court of the Sixteenth Judicial Circuit,under Section 163.3215,Florida Statutes,to initiate and/or maintain a de novo action to challenge any decision granting or denying an application for, or to prevent such local government from taking any action on, a development order, as defined in Section 163.3164, Florida Statutes, on the basis that the development order materially alters the use or density or intensity of use on the Property, rendering it not consistent with the Comprehensive Plan. As prescribed by Section 163.3215(3), Florida Statutes, such a de novo action must be filed no later than thirty (30)days following rendition of a development order or other written decision, or when all local administrative appeals, if any,are exhausted, whichever occurs later. The signatory parties, their successors, or assigns, or any "aggrieved or adversely affected party" as defined in Section 163.3215(2), Florida Statutes, may file an action for injunctive relief in the Circuit Court of the Sixteenth Judicial Circuit,under Florida Statutes Section 163.3215,to enforce the terms of this Agreement and/or to challenge compliance with the provisions of Section 163.3243, Florida Statutes. Such remedy is cumulative to any other remedy or remedies available under general or local law. C. Nothing contained herein shall limit any other laws,powers, rights, or remedies that the County or the Parties have, or may have in the future, to enforce this Agreement. 5. Non-Reliance by Third-Parties. No person or entity shall be entitled to rely upon the term(s) or provision(s) to enforce or attempt to enforce any third- party claim(s) or entitlement(s) to any service(s), term(s), provision(s), or program(s) memorialized or contemplated hereunder. Q. State and Federal Law. If State and/or Federal laws in a materially relevant way preclude the signatory parties' compliance with this Agreement, this Agreement shall be modified to the extent necessary to ensure compliance with the materially relevant State and/or Federal laws R. Compliance with Other Laws. The failure of this Agreement to address a particular permit, condition, term, or restriction shall not relieve the signatory parties of the necessity of complying with the laws governing said permitting requirements, conditions, terms, or restrictions. S. No Development Order or Development Permit. This Agreement is not and shall not be construed under general or local law to constitute a "Development Order" or a "Development Permit" or like authorization to commence development, nor shall it relieve the Parties of the obligations to obtain necessary development approvals that are required under applicable law under and pursuant to the Monroe County Land Development Code and Comprehensive Plan and this Agreement. Page 22 of 29 102 T. Good Faith; Further Assurances; No Cost. The signatory parties to this Agreement have negotiated in good faith. It is the intent and agreement of the signatory parties that they shall cooperate with each other in good faith to effectuate the purposes and intent of, and to satisfy their obligations under,this Agreement in order to secure to themselves the mutual benefits created under this Agreement. The signatory parties agree to execute such further documents as may be reasonably necessary to effectuate the provisions of this Agreement; provided that the foregoing shall in no way be deemed to inhibit, restrict, or require the exercise of Monroe County's police power or actions of Monroe County when acting in a quasi-judicial or quasi-legislative capacity. Wherever in this Agreement a provision requires cooperation, good faith, or similar effort to be undertaken at no cost to a party, the party co-operating, reviewing, or undertaking the effort shall, nonetheless, bear its cost of attendance at meetings, hearings or proceedings and comment and/or execution of documents, inclusive of the expense of its counsel. U. Successors and Assigns. This Agreement shall constitute a covenant running with the land,which shall be binding upon the Parties,their successors in interest, heirs, assigns, and personal representatives. V. Joint Preparation. This Agreement has been drafted with the participation of Monroe County, Blackstone and Vestcor, and their counsel and shall not be construed against any party on account of draftsmanship. The captions of each article,section and subsection contained in this Agreement are for ease of reference only and shall not affect the interpretive meaning of this Agreement. Whenever the term "included"is used in this Agreement, it shall mean that the included items, or terms are included without limitation as to any other items or terms, which may fall within the listed category. W. Notices. All notices, demands,requests, or replies provided for or permitted by this Agreement shall be in writing and may be delivered by any one of the following methods: Caj By personal delivery; �h) By deposit with the United States Postal Service as Certified or Registered mail, return receipt requested, postage prepaid, to the addresses stated below; or(c) By deposit with an overnight express delivery service with proof of receipt. Notice shall be deemed effective upon receipt. For purposes of notice, demand, request, or replies: The address of Monroe County shall be: Monroe County Administrator 1100 Simonton Street Room 2-205 Key West, Florida 33040 with copies to: Robert B. Shillinger Monroe County Attorney Monroe County Attorney's Office Page 23 of 29 103 1111 121' St., Suite 408 Key West, FL 33040 and Senior Director Monroe County Planning and Environmental Resources Department 2798 Overseas Highway, Suite 400 Marathon, FL 33050 The address of Blackstone, a Florida-registered limited liability company, shall be: Blackstone Group Tavernier 925, L.L.C. One Lawrence Square Springfield, IL 62704 with a copy to: Smith Hawks, PL 138 Simonton Street Key West, FL 33040 The address of VC Tavernier, LLC, a Florida-registered limited liability company, shall be: VC Tavernier, LLC 1649 Atlantic Blvd Jacksonville, FL 32207 with a copy to: Smith Hawks, PL 138 Simonton Street Key West, FL 33040 It is the responsibility of the signatory parties to notify all signatory parties of change in name or address for proper notice. X. Force Majeure. Any prevention, delay or stoppage due to strikes, lockouts, labor disputes, acts of God, inability to obtain labor or materials or reasonable substitutes therefore, riot, civil commotion, fire or other casualty and other causes beyond the reasonable control of the party obligated to perform, excluding the financial inability of such party to perform and excluding delays resulting from appeals or rehearing, shall excuse the performance by such party for a period equal to any such period of prevention, delay or stoppage. In order to avail itself of this force majeure provision, the signatory party invoking the same shall provide the other party with a written notice that shall consist of a recitation of all events that constitute force majeure events under this Section,together with the beginning and ending dates of such events. Page 24 of 29 104 Y. Construction. 1. This Agreement shall be construed in accordance and with the laws of Monroe County and the State of Florida. The signatory parties to this Agreement have participated fully in the negotiation and preparation hereof, and, accordingly, this Agreement shall not be more strictly construed against any one of the Parties hereto. 2. In construing this Agreement, the use of any gender shall include every other and all genders,and captions and section and paragraph headings shall be disregarded. 3. All of the exhibits attached to this Agreement are incorporated fully, and made a part of,this Agreement. Z. Omissions. The signatory parties recognize and agree that the failure of this Agreement to address a particular permit, condition, terms, or restriction shall not relieve either signatory party of the necessity of complying with the law(s) governing said permitting requirement(s), condition(s), term(s), or restriction(s) notwithstanding any such omission. AA. Governing LawsNenue. The signatory parties agree that any and all suits or actions at law shall be brought in the Sixteenth Judicial Circuit for Monroe County, Florida, and no other jurisdiction. This Agreement shall be construed and interpreted under the laws of Monroe County and the State of Florida. The signatory parties waive their right(s)to a jury trial. In the event of any suit, action, or proceeding, in law or in equity, between the signatory parties to enforce a provision, term, law, rule, or regulation contained or referenced herein, the signatory parties waive any and all right to seek or obtain attorney's fees, damages, or costs against one another. BB. Mediation. Mediation proceedings initiated and/or conducted pursuant to this Agreement shall be in accordance with the Florida Rules of Civil Procedure and usual and customary procedures required by the circuit court of Monroe County. This Agreement is not subject to arbitration. CC. Entire Agreement. This Agreement, together with the documents referenced herein, constitute the entire Agreement and understanding among the signatory parties with respect to the subject matter hereof, and there are no other agreements, representations, or warranties other than as set forth herein. This Agreement may not be changed, altered, or modified except by an instrument in writing signed by the signatory party against whom enforcement of such change would be sought and subject to the requirements for the amendment of development agreements in the Monroe County Code(s), Comprehensive Plan, and Florida Local Government Development Agreement Act. DD. Counterparts. This Agreement may be executed in one or more counterparts, and by the different Parties hereto in separate counterparts, each of which when Page 25 of 29 105 executed shall be deemed to be an original but all of which taken together shall constitute one and the same agreement. EE. Recording. Monroe County shall record this Agreement with the Clerk of the Circuit Court of Monroe County within fourteen (14) days following signature by all Parties. Blackstone and Vestcor agree that they shall be responsible for all recording fees and other related fees and costs related to the recording and delivery of this Agreement as described in this Section. The provisions hereof shall remain in full force and effect during the term hereof and shall be binding upon all successors-in-interest to the signatory parties to this Agreement. FF. Inconsistency, Partial Invalidity, Severability, and Survival of Provisions. If any condition, provision, reservation, restriction, right, or term memorialized or referenced herein, or any portion(s) thereof, is/are held to be invalid or unenforceable in or by any administrative hearing officer or court of competent jurisdiction, the invalidity or unenforceability of such condition, provision, reservation,restriction,right,term, or any portion(s)thereof, shall neither limit nor impair the operation, enforceability, or validity of any other condition, provision, reservation, restriction, right, term, or any remaining portion(s) thereof. All such other conditions,provisions,reservations,restrictions,rights,terms, and remaining portion(s)thereof shall continue unimpaired in full force and effect. GG. Effective Date. The "Effective Date" of this Agreement is forty-five (45) days after the duly signed and recorded Agreement is received by the Florida Department of Commerce pursuant to Chapter 380, Florida Statutes, and if appealed, until the appeal(s) is/are fully and finally resolved. [Remainder of Page Intentionally Left Blank-Signature Pages to Follow] Page 26 of 29 106 IN WITNESS WHEREOF,the Parties hereto have set their hands and seals on the day and year below written. Sign, sealed, and delivered in VC TAVERNIER,LLC, the presence of: a Florida limited liability company. BY: Printed Name: Signature Title: Address: Name of Witness (printed or typed) Witness Address: Dated: Signature Name of Witness (printed or typed) Witness Address: STATE OF FLORIDA COUNTY OF MONROE The foregoing instrument was acknowledged before me this day of 2025, by as of VC TAVERNIER, LLC, a Florida limited liability company. He / She is ❑ personally known to me, OR ❑ produced as identification and ❑ did OR ❑ did not take an oath. (SEAL) Notary Public, State of Florida Printed Name My Commission expires: Page 27 of 29 107 IN WITNESS WHEREOF,the Parties hereto have set their hands and seals on the day and year below written. Sign, sealed, and delivered in BLACKSTONE GROUP-TAVERNIER 925,L.L.C., the presence of: a Florida limited liability company. BY: Printed Name: Signature Title: Address: Name of Witness (printed or typed) Witness Address: Dated: Signature Name of Witness (printed or typed) Witness Address: STATE OF FLORIDA COUNTY OF MONROE The foregoing instrument was acknowledged before me this day of 2025, by as of BLACKSTONE GROUP - TAVERNIER 925, L.L.C., a Florida limited liability company. He / She is ❑ personally known to me, OR ❑ produced as identification and ❑ did OR ❑ did not take an oath. (SEAL) Notary Public, State of Florida Printed Name My Commission expires: Page 28 of 29 108 ATTEST: KEVIN MADOK, CLERK MONROE COUNTY BOARD OF COUNTY COMMISSIONERS AS DEPUTY CLERK MAYOR JAMES K. SCHOLL Page 29 of 29 109 EXHIBITA Doc#2483828 Bk#3304 Pg#373 Recorded 12/17/2024 at 10:03 AM Pages 5 Filed and Recorded in Official Records of MONROE COUNTY KEVIN MADOK REC: $44.00 Deed Doc Stamp$26,600.00 PREPARED BY AND RETURN TO: Bryan Hawks Smith Hawks,PL 138 Simonton St, Key West,Florida 33040 Force]ID No:portion of 00089490-000000 Consideration$3,800,000.00 lec Data ...................... [Space Above This Line for R ording ]_ SPECIA1,WAIIRAN'TY DEED THIS SPECT.A.I. WARRANTY DEED is made d ' ) cembe by this A ay of Ier 2024,kp CEMEX CONSTRUCTION MATERIALS FLORIDA, LLC, a Delaware fimited liability company, -whose mailing &idress 1720 Centre park. Drive EAst, Weak: Palm. Beach, .FL 33401. ("Grantoe"), and deliverer] VC TAVERNIER, LLC, a Florida limited liability company, whose mailing address is 1649 Atlantic Boulevarf,�, Jacks(,xivine, FINK 32207 C'Grantee"), (Nherever w1sed hen:!4n,the terms"Grantor"'and"Grantee"includc,,all the parties to this instrument and the heirs, legairepresentatives and assigns of individuals and.the ,successors and assig...ns, of carporations and other entities.) WITNE SSETH. That (3rantor, for alld ii.i. cznsideration of the sum of-TEN AND 140/100 DOLI.ARS 10.00)and other good and valudble consideration,the mceipt of which is hereby acknowled ged, does hereby grant,, 'Isar gain, sell,reniise,,transf- i,, and convey to Gran tee f-brever,the following, described land in Monroe County,Flonida(the'TrqperW'): A portion of I.,ot 6,MacDonald's Plat lying Easterly of the Easterly eight of way line of 01dState Road 4-A,and Recorded in Plat Book I.,at'Pa ge 64 of the'Publie Records of Monroe County, Florida and being more parficularly described as follows: H117,G1.11KNING at the Northwesterly cormer of said Lot 6, P.B. I, P. 64 on the Easterly rir.J. it off',way Une of Old State Road 4-A.; thence run N. 88058'07" E. along-the North line of IIIC.,ot 6for a distance of 1,256..84 feet to the Northeast corner of Lot 6;thence ran S. 02034113" 1.'A.along the East line o�f ..mot 6 for a distance of 641.37 feet to the Southeast corn'er,of',1111..Jot 6; thence run S. 89019'34" 'W. along the South line of Lot 6for a distance of 673.07 feet;thence rain N.00*02'56" W. for a distance of 531.01. feet;thence ran N.8905846"'W.for a distance o11627.6 feet to a point on the Easterly right of way [lime of Old State Road 4 A; thence ran N.09024'42" E. along said Easterly right of way lime for a distance of 96.08 feet back to the POINT OF BEGINNING. Doc.#2483828 Page Number:2 of 5 TOGETHFR WI1.11 all the tenements, hereditaments, and appurtenances, with every privilege, right, title, interest,arid estate, reversion, remainder and easement thereto be.longing or in anywise appertaimng. The Property is conveyt.'.d in AS IS,WHERE IS condition WITH ALL FAUT....TS. TO FIAVE AND TO HOLD tlie same in fee simple forever. SUBjEC"I' TO (a) apphcablt�'. zoning ordinances; (b) taxer., and assessments for the year 20,25 and subsequent years and easements; (c) use restrictions attached hereto and incorporated herein ens.F!Nhibit A.; and(d,)encumbrances, eas erne its,restdclions and other matters., specifically identified and listed on Exhibit B attached hereto and incorporated herein,provided,however,the foregoing statement ismot intended to and shall not be construed to reim.pose any such matters. Grantor hereby covenantswith Grantee ffiat, except for those matters described above, at the time off"the delivery of this Deed, the Property was free from all ey,meum bra nces made by Grantor,and that Grantor will warrant miid defend the title to the Property against the lawful claims and demands of all persons whorn soever la rally cWming by, through or tMder GIVItor herein, but against none other. [SIGNATURE PAGE TO FOLLOW) 112 Doc.#2483828 Page Number:3 of S IN WITNESS WHEREOF,Grantor has executed this deed on the day andyear first above written. Cemex Construction Materials Florida,LLC, a Delaware limited liability company WITNE ES: " y: Rodrigo Portales Ads ress:l" M w � 800 Its: Vice President Print Name: .... '' .. Address: 1 OI00 t<atV C 300 �•lau�n.'Tx -�'i 04 3�� STATE OF Te-Act S COUNTY OF H Oar r i S The foregoing instrument was ac owledged before me by means ofK hysical presence or online notarization this day of December, 2024, by Rodrigo Portales, as Vice President of Cemex Construction Materials Florida, LLC, a Delaware limited liability company, on behalf of said company. He AA r' is person ly'" gown t'b me o (` has prod ed a driver's license as identification. (AFFIX NOTARIAL SEAL) Notary Public-4 "" ate-of,./ c Print Name: My Commission Expiration and Commission Number: SHERIDAN SLOCUMB . _Notary Public,State of Texas y� ues 12-27-2027 Conim.Expires Notary ID 11829678 113 Doc. 24,83828 Page Number:4 of'5 EMMIT A USE RESTRICTIONS As a material inducement to Grantor's age eemcmt.to sell the Property to,Gr witee, Gra ut e and its successors, assigns and affiliates sball not develop, use, o�r operate the Property, or penm.it the Property to be used,developed or operated,four the purpose of producing,nianufacti.iring,grinding. , selling ol,distributirig ready rnix concrete,construction aggregates, fly ash, slag,cenient,concrete block, asphalt reinforced concrete pipe, precast products, ared ends sectiorLs, cementitiows material or other products or services competitive witb those sold or furnished by Grantor. In the event.,of ambiguity,the temas ready-mix concrete, construction aggregates, fly &sb, slag, cement, concrete blodk, asphalt, pipe and cerrientitiom materials shall have t1he meamng established by Arnerilexi Society fiz'Fesking and Materials (AS114) or aziy succcssor entity of ASTM. (Irantor shall have the right to enforce,,, 'by proceedings at law or in equity,the restrictions and cover is imposed by t[iis provision including the right. to prevent the violation of such resAnctions and covenants, -,md die fight to Trecover darnages or other aniamils due for such. violation. Grantee acknowledges that breach.oftrats u.se restriction would cause immediate and irreparable harm to Grantor for whiclk money dainages would be inadequate. Therefore, Grantorshall be entitled to injimetive relief for any breach 1)y Girantee,its successors,assigans or affiliates fthis use restriction without proof of aclual damages wd without the post of a bond or other security. Such remedy sh.all not be dee morn ed to be the exclusive remedy for breach. of this -use restriction but shall be in addition to all other remedies available at law or equity. The use restriction shall not,burden any real property other than the Property and shall run with the land. 114 Doe.#2483828 Page Number:5 of 5 EXHIBIT B 1) Terms, covenants, conditions and other matters contained in any unrecorded Lease(s)and all rights thereunder of the Lessee(s) and of any person claiming by,through or under the Lessee(s). 2) Any lien provided by County Ordinance or by Chapter 159, Florida Statutes, in favor of any city,town,village or port authority for unpaid service charges for service by any water, sewer or gas system supplying the insured land. 3) Terms,provisions, easements and conditions contained in that Declaration of Restrictions, Covenants and Conditions and Grant of Easements and Covenants Regarding Commercial Use from Blackstone Group-Tavernier 925,L.L.C.,a Florida limited liability company and VC Tavernier,LLC,a Florida limited liability company,recorded in Official Records 4) Survey prepared by David S. Massey, dated October 15, 2022 and last revised December 11,2024 under Drawing No. 18980A reveals the following: a. Sheds from adjoining Lot Owners onto our subject property along the Northerly property line." 5) Subject to County Ordinance No. 026-2022, which among other matters, pertains to and provides for amendments to the Monroe County Land Development Code; repeals, reenacts and updates Chapter 122, Floodplain Management, and contains provisions requiring inspections of property occupied by an elevated residential structure meeting certain criteria,prior to the transfer of ownership thereof, and which establishes penalties for non-compliance. 6) Easement Grant in favor of the Key Largo Wastewater Treatment District recorded December 30,2015,in Official Records Book 2776,Page 437. 7) State Law under Chapter 76-190 and Chapter 22F-8.02 of the Florida Administration Code for Land Planning for the Florida Keys Area of Critical State Concern,as contained in the instrument recorded in Official Records Book 668,Page 43. 115 116 Doc#2483747 Bk#3304 Pg#134 Electronically Recorded 12/16/2024 at 3:56 PM Pages 5 Filed and Recorded in Official Records of MONROE COUNTY KEVIN MADOK ElectronicallyREC: $44.00 Deed Doc Stamp$39,900.00 PRie PARED 119Y AND RETUR1111VTO: GreVry S.Oropezz,Esq. Oropeza,Stenm&Csirdenas,IFI LC' 22.1 Simonton Street I(ey West,FWrida 33040 Forcel H)No:004902504)00000 and porfloin of'000894904H,1110000 Considerstion,$5,700,000,00 [Spaw.,Above M Line for Recording Dat#].......... .............------- SPECIAL WA.11111RANTY DEED THIS SPECIAL WA NT II EED is ri=fe this .. .'.X^day of Deceniber 2024, by CEMEX (""ONSTRUCTION MA.rillP.,R.I. ,l�"LORIIIII),A, ll[.,,LC, a Delaware linifted lialIlAtity company, Whose r.riailing address is 1720 Centre Dn.ve 13.art, West Plahm. ]IRew.-,h, F111, 3,3401 ("Granfor"), and delivered BIAC.1110TONE G'.110UP TAW&RN.F.E.11 925, LLC a Florida limited liabifity company with !its mailing address of One Lawrence Square, Sprin gzfield, IL 62704 ("Grantee), (Wherevff used herein, the terms "'Giran toe' and "Grantee" include all th.e. parties to this instnunent and the heirs, legal representatives and assigns ofind.M.duals and the successors mmd assigns of coqmarations and ckher entities.) WITNE SSE".Irffi. That Grantor, fo.r and in consideration of the sum of TEN AXID N0/100 DOLLARS ($1.0.00)and other good ami vahiAble consideration,t1we receipt of which is hereby,adknovdwJged, does hereh W-unt, barg...,,ain, sell, remise, ftam&x and (,,-,oxrvey imito Grantee fbirev er,the following y deswilxd land in Mcomoe County,Florida(the"PiopeW"): .A portion of I.,ot 16,MacDonald's Plat Recorded in Plat Book I.,Page 64 and a part of Tract 2,PLAT OF S1..1.RV]11P','V OF.EL LIS P.11110PERTY,Recorded in Plat Boollk 2,Page 99, all lying Easterly of the Easterly right of way line of Old State Road 4-.A.as III. corded in the Public Re-cords of Monroe County,Florida and. being more particularly described as follows: COMMENCING at time Northwesterly corner of said Lot 6,P.B, I.,P.64 on the 111F,asteril*right of way line of Old State Road 4-A,; thence run S.09124,142"W.along time Easterly right of way line of Old State Road 4.A for a dristance of 96.08 feet to the POINT OF BEGINNING of the parceir hereinafter descidbed; tbe.nce run S.89058,461"E.for a distance of 627.63 feek; thence ruxii S.00002156"E. for a distance of 531.01 feet to a point on the South fine of Lot 6; thence run along the South Hne of Lot 6,S.8911.9134,11 W.for a distance of 596.34feet to a point of the Southeasterly corner of Tract 2,P.B.2,P,99; thence continue ahmg the South line of Tract2,S.89*19'34"W.fora distaniceofl.48.15 feet to a point on the Easterly right of wky line of Old State,Road 144,said point being on a circular curve concave to the North-west and having for its elements a radius of 2126.08 feet,a delta angle of 705424",a chord distance of 293.16 feet and a chord hearing of N. 117 Doc.#2483747 Page Number: 2 of 5 14°30'41"E,; thence run along the arc of said curve along the Easterly right of way line of Old State Road 4-A for a distance of 293.39 feet; thence run N.87025120"E.for a distance of 49.95 feet to a point on the East line of Tract 2; thence run N.04058'58"W.along the East line of Tract 2 for a distance of 120.11 feet; thence run S.87127120"W.for a distance of 18.99 feet to a point on the Easterly right of way line of Old State Road 4-A; thence run along the Easterly right of way line of Old State Road 4-A for a distance of 136.98 feet back to the POINT OF BEGINNING. TOGETHER WITH all the tenements, hereditaments, and appurtenances, with every privilege, right, title, interest and estate, reversion, remainder and easement thereto belonging or in anywise appertaining. The Property is conveyed in AS IS, WHERE IS condition WITH ALL FAULTS. TO HAVE AND TO HOLD the same in fee simple forever. SUBJECT TO (a) applicable zoning ordinances; (b) taxes and assessments for the year 2025 and subsequent years and easements; (c) use restrictions attached hereto and incorporated herein as Exhibit A; and.(d)encumbrances, easements,restrictions and other matters specifically identified and listed on Exhibit B attached hereto and incorporated herein,provided,however,the foregoing statement is not intended to and shall not be construed to reimpose any such matters. Grantor hereby covenants with Grantee that, except for those matters described above, at the time of the delivery of this Deed, the Property was free from all encumbrances made by Grantor,and that Grantor will warrant and defend the title to the Property against the lawful claims and demands of all persons whomsoever lawfully claiming by, through or under Grantor herein, but against none other. [SIGNATURE PAGE TO FOLLOW] 118 Doc.#2483747 Page Number:3 of 5 IN ESS VVHFREOF,Grantor has executed this deed on the day and year first above written. Cemex Construction Materials Florida,LLC, a Delaware limited liability company B �o rig o aii.taies ot ....... �� m " iitisw "ice President �� _e. � .. . . ....,.. A Na� .,. I�2— d4ddress. t aWt ob .. �...._. r t boa �mm. STAIT OF COUNTY OF 4 5 phe -edged , ,y iiysicai �rresenco or 'ors oir�.line�n���vtion t�nis Ill�no�raioi�December, roc �raear�s o .. ac . , _a day ember � by Rodrigo'o' Port ales,s, as o�:n behalfo said company.y tie i iaer y ion toe �rIW� t roedty w a m a Vice President o. Berne onst uctiorii, Materials Florida 1f i a Delaware i mn"iu do e�A� s license as identification. (AFFIX.NOTARIAL Notary otary Public X � .rm.nt ea__ y Commission.Expiration d(AoQn7Pnission um erw ��arcmmmm�� , rcmum�m'rc 119 Doc.#2483747 Page Number:4 of 5 EXMIT A USE RESTRICTIONS As a material inducement to Grantor's agreement to sell the Property to Grantee, Grantee and its successors, assigns and affiliates shall not develop, use or operate the Property, or permit the Property to be used,developed or operated,for the purpose of producing,manufacturing,grinding, selling or distributing ready-mix concrete,construction aggregates,fly ash,slag,cement,concrete block, asphalt, reinforced concrete pipe, precast products, flared ends sections, cementitious material or other products or services competitive with those sold or furnished by Grantor. In the event of ambiguity,the terms ready-mix concrete, construction aggregates,fly ash, slag,cement, concrete block, asphalt, pipe and cementitious materials shall have the meaning established by American Society for Testing and Materials (ASTM)or any successor entity of ASTM. Grantor shall have the right to enforce, by proceedings at law or in equity,the restrictions and covenants imposed by this provision including the right to prevent the violation of such restrictions and covenants, and the right to recover damages or other amounts due for such violation. Grantee acknowledges that breach of this use restriction would cause immediate and irreparable harm to Grantor for which money damages would be inadequate. Therefore, Grantor shall be entitled to injunctive relief for any breach by Grantee,its successors,assigns or affiliates of this use restriction without proof of actual damages and without the post of a bond or other security. Such remedy shall not be deemed to be the exclusive remedy for breach of this use restriction but shall be in addition to all other remedies available at law or equity. The use restriction shall not burden any real property other than the Property and shall run with the land. 120 Doc.#2483747 Page Number:5 of 5 EXHIBIT B I. Any lien provided by County Ordinance or by Chapter 159,Florida Statutes,in favor of any city,town, village or port authority for unpaid service charges for service by any water,sewer or gas system supplying the insured land. 2. Subject to County Ordinance No. 026-2022,which among other matters,pertains to and provides for amendments to the Monroe County Land Development Code; repeals,reenacts and updates Chapter 122, Floodplain Management,and contains provisions requiring inspections of property occupied by an elevated residential structure meeting certain criteria,prior to the transfer of ownership thereof,and which establishes penalties for non-compliance. 3. State Law under Chapter 76-190 and Chapter 22F-8.02 of the Florida Administration Code for Land Planning for the Florida Keys Area of Critical State Concern,as contained in the instrument recorded in Official,.Records Book,66,8,,„Pat ,e,43. 4. Easement Grant in favor of the Key Largo Wastewater Treatment District recorded December 30,2015, in Official„Records_Book,,,2776,P , g 437. 5. Any portion of the Land lying within the right-of-way of Old State Road 4-A. 6. Encroachments,overlaps,boundary line disputes,encumbrances,violations,variations or other matters that would be disclosed by an accurate and complete survey of the Property. 121 EXHIBIT B p-- XV—& wd SO£ntll XVA 9900-C99(GW) 3NOHd n,,L 010CE:IJ'831NN3AVI '619 XOE1 'O'd 'AMH SV3Sd3A0 88888 x'3-n '!3NIddVW I DNIA3Amns SCl6VHZ)I6-A3SSVl4 ON3031/SN0LLVll I Darr —A: IQ,� ,j 4 p W.� 1 1, 51 ..2 wa u N io pit C "s—n- -H -IT —N PqT, MHn -U, R he�Aw ---------- Al P.F� m - L7 6v q- 1 01, 2, EXHIBIT C > G ' � a� R,&- 9900-M(900 3NOHd OLOEE'-IA'N31NN:3AVi '619 XOEI 'O'd AAH SV3SN3AO 88888 x-3-n '!INIddVW I DNIA3Amns sc[NVH3Im-),3SSVW U., CIN3531/SNOLLVIA3888V 2t T—T t E- W., Al PT -71------ 71------T § IF -------------- -------------- Q --------------- P L-—I—- t -------------- .0 -0-OP'56'F 5 E­ H --------- 10 51 R '-I a J' R -------------- L 0 PA,51! jr, Ej� ------ -L --A hha L L 40 \1 H- N-5 a 62. T.5 !ho 4-A X W —He W., mvn. >; I r L i u M. 6i 0 'WhI......� 's II F la-h-H. EXHIBIT D KBP CONSULTING, I MEMORANDUM To: Janene Sclafani Naresh Kotari Vivek Reddy, P.E. From: Karl Peterson, P.E. Bart Smith, Esq. Mimi Hurwitz Date: March 11, 2025 Subject: Mixed-Use Development—(File No. 2022-053) Mitigation Analysis The proposed Mixed-Use Development in Tavernier consists of a supermarket (Publix), a liquor store, and multifamily affordable housing community. The traffic concurrency analysis for this report (dated December 2024) concluded that 16 daily trips will need to be mitigated on roadway Segment 21 (Plantation) as a result of this project. According to the latest Monroe County Remaining Roadway Capacity Chart (dated 3/7/25), the remaining capacity of Segment 21 is consistent with the capacity documented in December 2024. As such, the number of trips to be mitigated remains at 16. As a means of mitigating these trips, the Applicant has proposed to participate in Monroe County's free ride service currently being provided in the Village of Islamorada. Based upon information provided by Monroe County, we have developed the following proposed mitigation strategy to address the project traffic impacts on Segment 21. Please see the attached sheet as data to support the following: • Based upon an annual cost of $18,104 at an annual net present value discount rate of 5% and a 12-year participation period, the value of this mitigation strategy is $177,295.80 (and for 16 trips this equates to $11,080 per trip). • The participation rate is based on the average car being on the road safely for 12 years. • Please see attached spreadsheet. Please let us know if you have any questions or require any additional information. S �'1'luilC'lu IIh�W�°:�Iiilh �.�Ill iiiliie s'lt.,,Y III': lw:,b,"3t.�lii°t 2iIC'V'iiii,�. "I ul s Sin s IIC":IIki:ilrlda 32221.. ..IIbWI 3"' .; q il'3`- "1..il''IV IIC: sil': (954)Iq 82...(]11'iiiid1'iiii 127 Attachment A Mixed-Use Development—Tavernier Mitigation Analysis 128 � \ .� \ ƒ ccttf c D � \ ( E cc C14 a > 0E co 4.1 a r 0 C) CR LO M cl� LO r— > LL co .2 x M 'IT 0 M IT (D 0 IT CO 't 0 LO M co M M r— M co 0 — 0 ,E (6 (,i r--: C6 =" =" C6 co r--: L6 C6 6 LO m LO m co m N 0 co m m 6q 0 M 0 = M 'T LO 'T 0 't 't E c6 r-: r-: L6 cNi c6 (,i r-: & = =7 7 co LO IT m N 0 m r— co It N 6q 6q 6q a LL E N�� N�'T So Lmo � ED 3 mm (mo (mo SO !�_ 'T co LO m m r— 2 0w C6 C6 M- a; a; =7 w w 2 2 2 6q 6q 6q E >1 M 'T LO (D r— M M 0 C 129 EXHIBIT E V_ M Memorandum of Understanding This Memorandum of Understanding ("MOU") is made and entered into this 19th day of December, 2024, between Lofts at Tavernier, Ltd.,a Florida limited partnership("Lofts")whose address is 1649 Atlantic Boulevard, Jacksonville, Florida 32207 and A.H. of Monroe County, Inc., a Florida not-for- profit corporation ("AH"), whose address is 1434 Kennedy Drive, Key West, Florida 33040. WHEREAS, Lofts is proposing to construct a mixed-income, mixed-use development, called Lofts at Tavernier(the"Development"),on properly located along Overseas Highway,approximately 1,000 feet southeast of the intersection of Overseas Highway and Garden Street, in unincorporated Monroe County; and WHEREAS,the Development will include eighty-six(86)residential units; and WHEREAS,the Development will include 350 square feet of mixed use institutional space,to be utilized by AH (the"Institutional Space");and WHEREAS,AH desires to utilize the Institutional Space to be constructed by Lofts to provide health and housing services for the benefit of the residents of Monroe County;and WHEREAS,the Lofts and AH desire to enter into this MOU to set forth the initial general terms for the use of the Institutional Space with a more concise and detailed agreement to be entered into prior to completion of the construction of the Development with said agreement to be mutually beneficial to Lofts and AH. NOW,THEREFORE, Lofts and AH agree as follows: Section 1. In connection with the construction of the Development,Lofts agrees to construct the Institutional Space which includes 350 square feet to be utilized by AH. Section 2. AH agrees to utilize the Institutional Space to provide assistance to individuals and families with case management, financial aid, and support services, including rent, utilities, groceries, transportation,healthcare,and childcare.Clients receive tailored budgets,follow-up support,and referrals to ensure long-term stability to residents of the Development and the community at large. Section 3. Lofts and AH agree that upon completion of construction of the institutional Space,AH will occupy the institutional Space and provide services at least five(5)days a week. Section 4. No modification or amendment of this MOU shall be of any force or effect unless in writing executed by both AH and Lofts. This MOU shall be interpreted in accordance with the internal laws of the State of Florida,both substantive and remedial,without giving effect to its conflicts of law principals. This MOU sets forth the entire agreement between AH and Lofts relating to the subject matter herein and supersedes all prior and contemporaneous negotiations, understandings and agreements,written or oral, between the parties. [Signatures on Following Page] N M IN WITNESS WHEREOF, LOFTS and AH hereto have executed this Memorandum of Understanding, Witness: LOFTS AT TAVERNIER, LTD., a Florida limited i partnership ....... .. .......... .. Na : By: Lofts at Tavernier GP, LLC,a Florida limited Address: liability company, its General Partner By: Vestcor, Inc., a Florida corporation, its Manager Name: Address: $ I . , �. By: J on O. Floyd,V° President Witness: A.H. of Monroe County, Inc., a Florida not-for- )A profit corporation Na dV► Address: 113a AO le. G Eu� S. Prid en g , Execu e�Director ne Name: Address: EXHIBIT f ( ) n.uv< -,na' 9Ztl�,vNVlflyu 1191H%3311S 1d30N00 .Is. oNl lv ativ�s o�aaewlwm ..,' _ `7NI833NIDN❑ 3,a�a3d�N3/� 3 " "'-' z iIVMH`JIH SV3S213/10 6OSZ6 AVMH'JIH SV3983AO IOSZ6 U na.sNoa.=N.. am=u xa waaew.v< ,nn /.,, uo ,wzasrlonv/Nsao snlalsm3a 1N3Wd013/13O 3SI7 O3XIW _T LL� a _oyw,aLL� _ ° z� ° <h //"'� > �x � I co H a � N V= ope g� u --Q9» m m •I - / - 1 s bs a o � m 1_ m s I 5 m =r Ilim �o ° w i w wa_eN � an z w � i I m i ° a =w 'o omQ� m° °wo ,m I J aaa a W a p gin G a. mp a w mm oa, p a _ w 0 a x o 0 0 0 w_ I < o a a _ a r m a a i peC _ YYy H Y � � � m ❑ iLti a _ -. Nv o „ o � 3 w II \\ o G LC __-a � W g c gg r l •- a - 2 — oneno eyla oN�� o� aasz ,o w o a �y no � e _ nwm� s so gr g a/voog nS se..8€ aWW �'�bMyHH wens°,.zmrov, n m3uswe=IwllamsmP,exn,ax=mzw=af"eaomo,o e„aaa�a„a>�maana;�rn� AECOM �Ocom 110 E Broward Boulevard Suite 700 Fort Lauderdale,FL 33301 www.aecom.com March 17,2025 Ms.Janene Sclafani Transportation Planner Monroe County Planning and Environmental Resources Department 2798 Overseas Highway,Suite 410 Marathon, Florida 33050-4277 Re: Mixed-Use Development(92501 Overseas Highway,Tavernier)-File Nos.2022-053,2024-041 Updated Crash Report and Truck Path Analysis Dear Ms.Sclafani: We have reviewed the latest truck path analysis (dated 3/11/25) and crash report (dated 2/13/25). Below are our comments for your consideration: Updated Crash Report The updated study(dated 2/13/2025)addressed one of the previous comments with respect to expanding the search radius for crash data. However,this report does not address the following comments (submitted through previous reviews): o US 1 street lighting in the vicinity of the proposed development o Description of existing pedestrian/bicycle facilities,any potential deficiencies,and associated enhancements o Description of potential signing and pavement marking enhancements Based on the updated study,some of the sideswipe crashes appear to be related to abrupt lane changes by northbound motorists to access the adjacent businesses.The horizontal curve combined with the roadside landscaping could restrict the line of sight for northbound US 1 motorists of adjacent developments and the associated traffic entering/exiting US 1.Therefore, removing any visual obstructions (by trimming trees for example),would provide clear line of sight and thus enhance safety. Truck Path Analysis 1. Based on the turning path for southbound WB-67 trucks, it appears that trucks may encroach into the unpaved area along US 1 and the connector road(between US 1 northbound and US 1 southbound),which appears to be within the FDOT Right- of-way.Trucks could get stuck in that unpaved area during wet or rainy conditions and as a result may impede traffic flow and can cause crashes. Is the applicant considering roadway widening in this area to facilitate truck movements?Since this section is within the FDOT Right-of-Way, does the applicant intend to apply for a permit from FDOT for this roadway widening? If you have any questions,please contact me at(954) 330-9111. Sincerely, AECOM Technical Services,Inc. 135 KBP A.... FIN , III . MEMORANDUM To Janene Scl,af ni Naresh Kota:ri Vivek Reddy, P.E. `,( J AEI From: Karl Peterson, P.E. ! a Mimi Hurwitz p ; Bart Smith, Esq. less Miles Goodall, Esq. �rrr�r�a� ���e. �r� Date: February 7, 2025 Subject. Mixed-Use Development No, 2022-053) institutional Use—Traffic Impacts The Mixed-Use Development project (consisting ofa supermarket, a liquor store, and multifiamily housing) is proposed to be located generally on the east (ocean) side of Overseas Highway / US l between Orange Blossom Goad and Carden Street in Tavernier, Monroe County, Florida. More specifically, the subject site is located at 92501 Overseas Highway, near mile marker 92.5. A Project location Map is presented in Attachment A to this memorandurn. The proposed development program consists ofa 47,240 square foot supermarket, 86 multifamily residential dwelling units in a low-rise (i.e two floors) format and a 2,1 O)O square foot liquor store. A traffic impact study has been prepared for this Mired-Use Development and the latest version is dated December 2024, Based upon our recent conversations, we understand that a 350 square foot space for all institutional use will be located within the residential, component as per the latest MCUP and Development Agreement. ;Specific:ally, this space will be utilized as an office for the non-profit. organization AH of Monroe County. Based upon discussions with tlae director of A.H Monroe County, this, office will have one to two employees and will be open Monday through Friday. Their focus will be on housing needs / housing assistance and will serve the residents of the proposed Mixed-Use Development as well as residents in the unincorporated areas of the Upper Keys(i.e. Tavernier and fey Largo).. Trig Generation Analvsis A trip generation analysis has been conducted for the proposed office space. The analysis was perforrrred utilizing the trip generation rates and equations published in the Institute of Transportation Engineer's (rm) Tri,)) Generation sll'anu al ('11"E'clition). The trip generation analysis was undertaken for daily„ .AM, and PM peak hour conditions. According to the referenced ITE manual, the most appropriate land use category and corresponding trip generation rates for the proposed use/tenant are presented on the following page. Relevant excerpts from the iTE manual. are presented in Attachment B. i4.00 li 4.➢rtf,u rivt a 09:, amoaPa c, FIcirida 33321. 136 KBP CONSULTING, INC. ITE Land Use#712—Small Office.Building • Weekdayl; T= 1439(X) ",,here T= number qfti4j)s and X ­-,, 1,000 square.ket qj'grossfloor area • AM Peak Hour: T := 1.67(X) (82% in/ 18% out) Lj PM Peak hour: T=2.16(X) (34% in/66%out) Utilizing the above-fisted trip generation rates from the referenced ITE manual, a trip generation analysis was undertaken for the proposed institutional office use on the subject site, '"Flie results of this effort are documented in Table I below. Table I mixed-use,Development-Institutional UW, Trip Generation Summary Tavernier,Florida Dail), AM Peak Hou Trips PM Peak floor Trips Land Use Size Trips Out Total in I out-T-Total - Proposed Sinafl Office Building, .350 SF 5 1 0 t 0 1 1 Compiled bY:KBP Consuhing Inc (Rbruaiy 2025. Vnorct­ As indicated in Table I above, the proposed institutional office use is anticipated to generate five (5) daily vehicle trips, one (1) inbound trip in the AM peak hour, and one (1) OUtbolind trip during the typical afternoon peak hour. Traffic Impacts As, indicated by the trip generation analysis, the number of daily trips (i.e. 5) and peak hour trips (i,e. I in the AM peak hour and I in the PM peak, hour) generated by the proposed institutional Office use is minimal and will have a negligible impact on the suiTounding roadway network, Additionally, it is likely that the number of daily trips is overestimated due to the lack of trip generation data for Saturdays and Sundays, And concerning the traffic mitigation required as a result of the Mixed-Use Development project, the inclusion of this 350 square foot institutional office use is not expected to increase the impact on Segment 21 since the primary service area for this element will be the unincorporated areas of the Upper Keys; specifically, Tavernier and Key Largo, I This land use lacks data Im Saturdays and Sundays. As, such the daily rate is based solely upon the weekday trip generation data. 84(,,)0 Uri verse ty D16,die,, Sup to 3091 1'0 (9154.) 560-71,03 Firix: (954) 582 0989 137 Attachment A Project Location Map 138 ~ U) cu z C� <C ram` a Z 2 U- cn I r� � 711 r "O Y m r ��I i 0 MINOR 0 p I Y�III V I 0. a� CL ' r r � b z Co Ilk (D C) Attachment B Relevant Excerpts from the ITE Tr;p Generation Manual(11"' Edition) 140 an Use: 712, Small Office Buildin�g Description A small office building is the same as a general office building (Land Use 710) but With less than or equal to 10,000 sqUare feet of gross floor area. The biAding typically houses a single tenant. It is a location where affairs of a business, corrimercial or industrial organization, or professionall person or firm are conducted. General office building (Land Use 710) is a related use, Additional Data Attorney office, mortgage company, financial advisor, insurance agency, horne health care provider, and real estate company are examples of tenants included in the srnall office building database The divers4y of employer types reSLAItS in a wide range in employee density in the database. Densities range from a Mgh of 1,300 to a low of 240 square feet per employee Mth an overall ave�rage of nearly 600 SCIUare, feet per ernployee (a value RIUC[l larger than the average observed in a general office building study sites). In addition to the sugnffiicant difference in employee density, srnaH office buildings tend to be dornOiated by a single tenant (or very few) that are more service-oriented than a typicral general office buHd4)g. The result is triore frequent and regular visitors and higher trip generation rates. The technical appendices provide supporting information on tin'w-of-day distribUtiOaS for this land Use, The appendices can be accessed through anther the ITE"FripGen web app or the trip generation resource page on the ITE website (Ii-,a.t,t,p,sl:,//Iwwlw.it,e,prli;/teclii"iical.-resources,/topics/trip- 9-- and-parkin 9e.r1.e.ra.tJon./). The sites were surveyed in the 1980s, and the 201 Os in Alberta, (CAN), California, Texas, and wiscons4l, Source Numbers 418, 890, 891, 959, 976 REF Genewl L)rban/Suburbin and Rural (Land Uses 400-799) 727 141 Small Office Building (7 12) Vehicle Trip Ends vs. 1000 S% Ft. GFA On a: Weekday Setting/Location: General UrbanitSuburban NUmber of Studie&� 21 Avg, '10010 Sq, Ft GF' 3 Directional Disffibubon' 50% entering, 50% exifing Vehicle Trip Generation per 10010 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 14,39 4,44-50,91 10,16 Data Plot, and Equation -o x X x YX x x x x x x x x x X x 2 6 8 10 X:::::: 100C)Sq Ft.GFA X StUdy Site Average Rafe Fitted Curve Equatiow Not Given R2= 728 Trii,)Gerierati¢)i,rMan:L,Iall'llhEdQ tioi'i - Vo u ne4 KF 142 Small Office Building (712,) Vehicle Trip Ends vs: 1000 Sq, Ft. GFA On ai: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Settingi/Location: General Urban/Suburban Number of Studies: 21 Avg. 110,00 Sq. Ft, GFA: 3 Direcfional Distrbution: 82% ente6ng, 18% exiting 'Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviarflon 1 67 01.76-4. 2 0,88 Data Plot and Equation 20 x X x w 10 4 x x X x,R x X x x x X x x x x x ? X 1000 Sq Ft,G F A X Study Site Average Rate Fitted Curve Equatiow Not Given R4=- I Urban/Suburban and Rtiral (Land Uses400-799) 729 143 Small Office Buildii,ng (712) Vehicle Trip Ends vs: 100O Sq. Ft. GFA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location,: General Urban/Suburban Number Of Studies: 21 Avg. 1000 Sq, Ft, GFA-1 3 Directional Distribution, 34% entering, 66% exiting Vehicle Trip Generation, per 1000 Sq. Ft. GFA Average Rate Rai ige of Rates Standard Deviation 216 0.56-5,50 126 Data Plot and Equation 20 x x x x X ui x X X, x x x x x �x x x x x x 6 f k 110 X 1000 Sil Ft.GFA X Study Site Average Rate Htted Curve Equation:Not Given 730 Trip Generation Manual 11th Edition - Volume itrz= 144 KBP CONSULTING, INC. MEMORANDUM To: Janene Sclafani Naresh Kotari Vivek Reddy, P.E. From: Karl Peterson, P.E. Date: February 13, 2025 Subject: Mixed-Use Development—(File No. 2022-053) Crash Reports —Update The proposed Mixed-Use Development in Tavernier consists of a supermarket (Publix), a liquor store, and multifamily affordable housing community. Vehicular access to the site is proposed via one (1) driveway located on the northbound lanes of Overseas Highway / US 1. This driveway will be located near mile marker 92.5 and opposite the median connector roadway located on the south side of the existing Mobil gas station at 92439 Overseas Highway. As requested by the project team, we have conducted a review of the crash history at the intersection formed by the subject median connector roadway and the northbound lanes of Overseas Highway/US 1. The Signal Four Analytics crash database was queried with respect to events that have occurred in the general vicinity of the subject driveway for a ten-year period between January 1, 2015, and December 31, 2024. As requested, the study area includes the subject intersection as well as the influence area which extends 0.05 mile to the north and 0.05 mile to the south. During the referenced ten-year time period, the state of Florida's crash database indicates that 14 crashes occurred within the subject study area. The detailed crash reports are presented in Attachment A. A summary of each crash is provided below: • Crash #83807498. This single-vehicle crash occurred on January 16, 2015, at 5:00 AM. The vehicle was traveling in the northbound lanes of Overseas Highway when the driver of this vehicle lost control for unknown reasons. There were no contributing causes and no apparent injuries as the driver fled the scene. • Crash#86412086. This crash occurred on March 13, 2017, at 10:00 PM in the southbound lanes of Overseas Highway. This was a rear-end crash and the driver at fault was cited for careless driving. • Crash #88101582. This sideswipe crash occurred on April 23, 2019, at 12:38 PM in the northbound lanes of Overseas Highway at Garden Street. This crash involved a vehicle in the outside lane that did not yield to the vehicle in the adjacent inside lane. • Crash #88238028. The date and time of this crash was July 1, 2020, at 3:52 PM. The location of this crash was 100 feet south of Garden Street. This crash involved an improper turn (i.e. left turn movement) from the outside northbound lane of Overseas Highway. This vehicle struck another vehicle traveling in the inside lane. S ('luilC'lu II�4oIiilh �Ill liiliie s'lt.,,Y I,)rlw 4°Stdila 3111'lu1'i,....."'iiiilsalirec, 32221.. ..IlbWllll (954)5l50-.711..ii']113 IIC:&c (954)582...(]1!i"i'8!'i 145 KBP CONSULTING, INC. • Crash#88149593. This crash occurred on July 5, 2020, at 12:38 PM. This crash occurred approximately 150 feet south of Ellis Drive in the northbound lanes of Overseas Highway. This crash involved an improper turn / lane change (i.e. left turn movement) from the outside northbound lane of Overseas Highway. This vehicle struck another vehicle traveling in the inside lane. • Crash#88337232. The date and time of this crash was March 16, 2021, at 8:49 PM. This crash occurred in the northbound lanes of Overseas Highway and involved a vehicle that was stopped in the right(outside) lane due to a construction related lane closure. The result was a rear end collision and careless /negligent driving was the cause. • Crash #24480183. This crash occurred at 10:00 PM on December 22, 2021. The location of the crash was between the Cemex driveway and Garden Street. This crash involved a left turn movement from the outside northbound lane of Overseas Highway. This vehicle struck another vehicle traveling in the inside lane. The charge was careless driving and improper lane change. • Crash #24480386. This crash occurred on February 9, 2022, at 9:33 AM. This crash involved two (2) vehicles traveling in the southbound lanes of Overseas Highway near Ellis Drive. This crash involved a vehicle exiting the Dairy Queen parking lot and turned left in front of an oncoming vehicle traveling southbound in the inside lane. Failure to yield right-of-way was the charge. • Crash #24851052. This crash occurred in the northbound lanes of Overseas Highway near Garden Street. The date and time of this crash was March 7, 2022, at 2:15 PM. This crash involved a left turn movement by a motorcyclist from the outside northbound lane of Overseas Highway. This motorcycle struck another vehicle traveling in the inside lane. An improper turn was the charge. • Crash #24968842. This crash occurred on November 15, 2022, at 11:50 AM. This crash involved two (2) vehicles traveling in the northbound lanes of Overseas Highway near Ellis Drive. This crash involved a left turn movement from the outside northbound lane of Overseas Highway. This vehicle struck another vehicle traveling in the inside lane. Failure to yield right-of-way was the charge. • Crash #24972407. This crash occurred on November 17, 2022, at 4:00 PM. This crash involved two (2) vehicles traveling in the northbound lanes of Overseas Highway. The vehicle traveling in the outside lane failed to observe another vehicle traveling in the inside lane and turned in front of that vehicle. Failure to yield the right-of-way was the charge. • Crash #24972409. This crash occurred on November 29, 2022, at 2:47 PM. This crash was similar to the previous crash in that it involved two (2) vehicles traveling in the northbound lanes of Overseas Highway and the vehicle in the outside lane turned in front of the vehicle in the inside lane. In this case,the charge was an improper lane change. S ('IuiIC'lu II�4oIirth �Ill liiliie s'lt''.Y I'Xlw 4°St lii'te 3111'lu1'),....."'iiiilsalirec, 32221.. ..IlbWllll (954)5l50-.711..ii']113 IIC:&c (954)582...(],!i"i'81'i 146 KBP CONSULTING, INC. • Crash #25376146. This crash occurred on December 14, 2022, at 1:00 PM. This crash involved two (2) vehicles in a parking lot of the Mobil gas station. One vehicle was parked, and the other was attempting to unpark and struck the parked vehicle. The charge was improper backing. • Crash #25075918. This crash occurred on June 12, 2023, at 8:02 AM. This crash involved a vehicle traveling in the outside lane of the northbound lanes of Overseas Highway. This vehicle made an improper lane change that resulted in a crash with another vehicle traveling in the inside lane. In this case, the charge was an improper lane change. Findings In summary, the 14 crashes that have occurred in the study area over the 10-year period ending in December 2024 were primarily classified as improper lane change / improper left-turn / sideswipe crashes. Based upon the crash data reported by the state, there were no crashes during the ten-year time period involving eastbound vehicles on the median connector roadway (approaching the northbound lanes of Overseas Highway) at the location of the driveway that will serve the proposed Mixed-Use Development in Tavernier. (1'IuiIC'lu IIhWoIiilh �Ill liiliie s'lt''.Y I'Xlw 4 St lii'te 3111'lu1'),....."'iiiilsalirec, 32221.. ..IIbWI 35 .; q il'3`- "1..il''IV IIC: sil': (954)582...(]11'id1'i 147 Attachment A Detailed Crash Reports 148 FLORIDA TRAFFIC CRASH REPORT HIGHWAY SAFETY&MOTOR VEHICLES, LONG FORM❑X SHORT FORM ❑ UPDATE TRAFFIC CRASH RECORDS NEIL KIRKMAN BUILDING,TALLAHASSEE,FL 32399-0537 (Electronic Version) Date of Crash Time of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 16/Jan/2015 05:00 AM 16/Jan/2015 05:00 AM 16/Jan/2015 08:21 AM FHPE15OFF002705 83807498 CRASH IDENTIFIERS County Cade City Code County of Crash Place or City of Crash Within City Limits Time Reported Time Dispatched 38 52 MONROE TAVERNIER No 16/Jan/2015 16/Jan/2015 07:50 AM 07:53 AM Time on Scene Time Cleared Scene Completed Reason(if Investigation NOT Completed) Notified By 16/Jan/2015 16/Jan/2015 0911 Yes Law Enforcement 08:15 AM AM ROADWAY INFORMATION Crash Occured On Street,Road,Highway 0 At Street Address# At Lattitude and Longitude US-1(STATE ROAD 5)NB MM92 25.015532617365601 -80.511651405018497 At Feet Or Miles Direction OFrom Intersection With Street,Road,Highway 0 Or From Milepost# 300 South GARDEN STREET Road System Identifier Type Of Shoulder Type Of Intersection 2 U.S. 2 Unpaved 1 Not at Intersection CRASH INFORMATION(Check if Pictures Taken) ❑ light Condition Weather Condition Roadway Surface Condition School Bus Related Manner Of Collision 5 Dark-Not Lighted 2 Cloudy 1 Dry 1 No 77 Other,Explain in Narrative First Harmful Event Type First Harmful Event First Harmful Event Location Within Interchange First Harmful Event Relation to Junction 9 2 Off Roadway No 1 Non.Junction Contributing Circumstances:Road Contributing Circumstances:Road Contributing Circumstances:Road 1 None Contributing Circumstances:Environment Contributing Circumstances:Environment Contributing Circumstances:Environment 1 None Work Zone Related Crash In Work Zone Type Of Work Zone Workers In Work Zone Law Enforcement In Work Zone 1 No VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 1 1 Vehicle in Transport 1 No 504NOI FL 06/Apr/2015 No 1HGCM56334AO31891 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2004 HOND ACCORD 4D GRY Disabling 6500 No GUYS TOWING Rotation Insurance Company Insurance Policy Number Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Cade JESSIE MORENO 129 SABAL AVE TAVERNIER FL 33070-2959 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle �Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North USA(STATE ROAD 5)NB MM92 50 45 2 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) 2 3 4 e 5 ' 18.Undercarriage 2 3 a s 6 ' 18.Undercarriage I'll::� 1s 1s n $ 19.Overturn 1 1s 1s n $ 19.Overturn 20.Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class a 1a 12 11 10 e 21.Trailer 14 13 12 11 10 e 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 1 Passenger Car 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 15 Negotiating a Curve 4 Two-Way,Divided, 1 Level 1 Straight 3 Collision with Fixed Object 32 Tree(standing) Positive Median Barrier Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 3 Collision with Fixed Object 32 Tree(standing) NARRATIVE 149 HSMV 90010 S Page 1 of 3 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 16/Jan/2015 05:00 AM 16/Jan/2015 05:00 AM FHPE15OFF002705 83807498 --------------------------------------------------------------------------------------g------y-------------------------- Rank Name Ph ne ate D Number TROOPERJ.F.BURGOS Troop I Post Officer FLORIDA HeIGHWAY PATROL Number D Created 305-470-2500Ja 16,2015 01 was traveling northbound on the inside lane on US-1(SR-5).For unknown reasons,the driver of V01 lost control of the vehicle and skidded towards the outside lane. he driver of V01 tried to steer back into the lane but over corrected causing V01 to yaw in a counterclockwise direction into the tree line located in the median of US-1(SR-5).As a result,the passenger side of V01 collided into the trees in the median.Upon my arrival at the scene,V01 was at final rest facing in a south direction longside the trees. 01 was abandoned as the drive of V01 had fled the scene.We located the registered owner of V01,who stated that he didn't know who had driven his vehicle at the time f the accident. REPORTING OFFICER ID/Badge# Rank and Name Department Type of Department 2286 TROOPER J.F.BURGOS FLORIDA HIGHWAY PATROL FHP 150 Page 2 of 3 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 16/Jan/2015 05:00 AM 16/Jan/2015 05:00 AM FHPE15OFF002705 83807498 A, V01 at IFinal Rest j.. A: US-1 SIR-6 Inside Northbound Lane B: U -11X-5)Outside N arthbound Lan IL'ua�l� — � Skid Mark Tr d a7 Q p rr e7'cs �:re ,rs Vol rV'ote: ID'riaararn I 'ot to Seale 151 Page 3 of 3 FLORIDA TRAFFIC CRASH REPORT HIGHWAY SAFETY&MOTOR VEHICLES, LONG FORM❑X SHORT FORM ❑ UPDATE TRAFFIC CRASH RECORDS NEIL KIRKMAN BUILDING,TALLAHASSEE,FL 32399-0537 (Electronic Version) Date of Crash Time of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 13/Mar/2017 10:00 PM 13/Mar/2017 10:00 PM 13/Mar/2017 10:15 PM MCS0170FF001848 86412086 CRASH IDENTIFIERS County Code City Code County of Crash Place or City of Crash Within City Limits Time Reported Time Dispatched 38 MONROE TAVERNIER No 13/Mar/2017 13/Mar/2017 10:03 PM 10:03 PM Time on Scene Time Cleared Scene Completed Reason(if Investigation NOT Completed) Notified By 131Mar/2017 14/Mar/2017 12:08 Yes Law Enforcement 10:03 PM AM ROADWAY INFORMATION Crash Occured On Street,Road,Highway 0 At Street Address# At Lattitude and Longitude MM I SOUTHBOUND LANES 93 25.023409999999998 -80.510480000000001 At Feet Or Miles Direction OFrom Intersection With Street,Road,Highway 0 Or From Milepost# 1000 West BURTON DRIVE/SR-5(US-1) Road System Identifier Type Of Shoulder Type Of Intersection 1 Interstate 2 Unpaved 1 Not at Intersection CRASH INFORMATION(Check if Pictures Taken) ❑ light Condition Weather Condition Roadway Surface Condition School Bus Related Manner Of Collision 5 Dark-Not Lighted 1 Clear 1 Dry 1 No 1 Front to Rear First Harmful Event Type First Harmful Event First Harmful Event Location Within Interchange First Harmful Event Relation to Junction 14 1 On Roadway No 1 Non.Junction Contributing Circumstances:Road Contributing Circumstances:Road Contributing Circumstances:Road 77 Other,Explain in Narrative Contributing Circumstances:Environment Contributing Circumstances:Environment Contributing Circumstances:Environment 77 Other,Explain in Narrative Work Zone Related Crash In Work Zone Type Of Work Zone Workers In Work Zone Law Enforcement In Work Zone 1 No VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 1 1 Vehicle in Transport 1 No CJSX80 FL 14/Feb/2018 No 1D7HA16K57J521532 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2007 DODG RAM PK GRY Disabling 15000 No Insurance Company Insurance Policy Number GEICO GENERAL INSURANCE COMPANY 4146887999 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Cade JEFFREY ALLEN SENTZ 150 PEACE AVE TAVERNIER FL 33070-0000 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: South US-1 SB 93MM 45 45 2 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) 31 41 51 5 ' 18.Undercarriage 21 31 11 51 6 1 ' 18.Undercarriage 1 1s 1s n $ 19.Overturn 1 1s 1s n $ 19.Overturn 20.Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class a ,s ,z „ ,o s 21.Trailer 1a 1s 1z 1, 10 s 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 3 Pickup 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 1 Straight Ahead 3 Two-Way Divided, 1 Level 1 Straight 2 Collision with Nan-Fixed 14 Motor Vehicle in Transport Unprotected(painted>4 Object feet)Median Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 77 Other,Explain in Narrative 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport VEHICLE(Check if Commercial) Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 2 1 Vehicle in Transport 1 No 122PIl FL 25/Jun/2017 No 2HGFG3B51FH523811 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2015 HOND CIVIC 2D BLK Disabling 15000 No Insurance Company Insurance Policy Number GEICO INDEMNITY COMPANY 4149735609 152 HSMV 90010 S Page 1 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 13/Mar/2017 10:00 PM 13/Mar/2017 10:00 PM MCS0170FF001848 86412086 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code TORRI HAWKINS WILLIAMS PO BOX 500845 MARATHON FL 33050-0845 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: South US-1 SIB 93MM 10 45 2 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) 2 3 a s s 18 Undercarriage 2 3 a 5 s 7 18 Undercarriage �114 � 19.Overtu rn 1 16 1s 17 � 19.Overturn 20.Windshield 20.Windshield HaZ.Mat.Release Haz Mat.Placard Number Class 13 12 11 10 9 21.Trailer 1a 13 12 11 10 9 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 1 Passenger Car 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 14 Slowing 3 Two-Way Divided, 1 Level 1 Straight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Unprotected(painted>4 Object feet)Median Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 77 Other,Explain in Narrative 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 1 1 Driver 1 KIRK ALLEN SENTZ 01/Jan/1996 1 Male No Address City State Zip Code PO BOX 1026 TAVERNIER FL 33070 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection S532501960010 FL 01/Jan/2020 5 E/Operator 1 None 1 Not Ejected Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 2 Operated MV in Careless or Negligent Manner 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 2 1 Driver 2 WALTER CLIFTON HEATH 3 04/Feb/1985 1 Male No Address City State Zip Code 12 SOUTH CONCH AVENUE CONCH KEY FL 33050 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection H300903850440 FL 04/Feb/2018 5 E/Operator 2 Possible 1 Not Ejected Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 1 No Contributing Action 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 2 EMS MONROE COUNTY EMS R22 MARINERS HOSPITAL PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Injury Severity Ejection 3 3 Passenger 2 TORRI HAWKINS WILLIAMS 25/Jun/1960 2 Female 2 Possible 1 Not Ejected Address City State Zip Code PO BOX 500845 MARATHON FL 33050 153 Page 2 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 13/Mar/2017 10:00 PM 13/Mar/2017 10:00 PM MCS0170FF001848 86412086 Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 3 1 1 Used Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 2 EMS MONROE COUNTY EMS R22 MARINERS HOSPITAL WITNESSES Name Address City State Zip Code ORLANDO ALVAREZ 50 HIGHPOINT RD TAVERNIER FL 33037 VIOLATIONS Person# Name Florida Statute Number Charge Citation 1 KIRK ALLEN SENTZ 316.1925(1) CARELESS DRIVING A7BIYOE Person# Name Florida Statute Number Charge Citation 1 KIRK ALLEN SENTZ 316.126(1)(b) FAILURE TO MOVE OVER/SLOW DOWN FOR A7BIYPE EMERGENCY VEHICLE/WRECKER NARRATIVE ------------------------------------------------------------------------------------------------------------------------ ID Number Rank Name Troop/Post Officer Agency Phone Number Date Created 0087 DEPUTY JACKSON,CODY MCSO\ROAD MONROE COUNTY SO 305-853-3211 Mar 14,2017 Vehicle 1 and Vehicle 2 were both traveling southbound on US-1 at the 93 mile marker.Vehicle 2 slowed for stopped emergency vehicles while Vehicle 1 continued at its normal rate of speed. Vehicle 1 rearended vehicle 2 pushing vehicle 2 across the median and all lanes of oncoming traffic. REPORTING OFFICER ID/Badge# Rank and Name Department Type of Department 0087 DEPUTY JACKSON,CODY MONROE COUNTY SO SO 154 Page 3 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 13IMar12017 10:00 PM 131Mar12017 10:00 PM MCSO17OFF001848 86412086 N 4 Oh T TOO'"h S(";`A L i E SR-5 (US 1) SB �� h71 vz '01 SR-5 (US 1) NB 155 Page 4 of 4 FLORIDA TRAFFIC CRASH REPORT HIGHWAY SAFETY&MOTOR VEHICLES, LONG FORM SHORT FORM ASH RECORDS ❑ UPDATE TRAFFIC NEIL KIRKMAN BUILDING,RTALLAHASSEE,FL 32399-0537 (Electronic Version) Date of Crash Time of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 23/Apr/2019 12:38 PM 23/Apr/2019 12:38 PM 23/Apr/2019 01:08 PM FHPE190FF022220 88101582 CRASH IDENTIFIERS County Code City Code County of Crash Place or City of Crash Within City Limits Time Reported Time Dispatched 38 52 MONROE TAVERNIER Yes 23/Apr/2019 23/Apr/2019 12:38 PM 12:41 PM Time on Scene Time Cleared Scene Completed Reason(if Investigation NOT Completed) Notified By 23/Appr/2019 23/Apr/2019 01:50 Yes Law Enforcement 12:58 PM PM ROADWAY INFORMATION Crash Occured On Street,Road,Highway 0 At Street Address# At Lattitude and Longitude STATE ROAD 5 25.011009999999999 -80.515690000000006 At Feet Or Miles Direction QFrom Intersection With Street,Road,Highway 0 Or From Milepost# 100 South GARDEN STREET Road System Identifier Type Of Shoulder Type Of Intersection 3 State 2 Unpaved 1 Not at Intersection CRASH INFORMATION(Check if Pictures Taken) ❑ light Condition Weather Condition Roadway Surface Condition School Bus Related Manner Of Collision 1 Daylight 1 Clear 1 Dry 1 No 4 Sideswipe,same direction First Harmful Event Type First Harmful Event First Harmful Event Location Within Interchange First Harmful Event Relation to Junction 14 1 On Roadway No 1 Non.Junction Contributing Circumstances:Road Contributing Circumstances:Road Contributing Circumstances:Road 1 None Contributing Circumstances:Environment Contributing Circumstances:Environment Contributing Circumstances:Environment 1 None Work Zone Related Crash In Work Zone Type Of Work Zone Workers In Work Zone Law Enforcement In Work Zone 1 No VEHICLE(Check if Commercial) �X Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 2 1 Vehicle in Transport 1 No HPFS43 FL 31/May/2019 No 1XPFDU9X1WN452233 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 1998 PETE PETE TR BLU Functional 2000 No Insurance Company Insurance Policy Number CLEAR BLUE INS CO AOlYFL00026401 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code OJ FUEL DELIVERY CORP 7781 W 36TH AVE APT 5 HIALEAH FL 33018-1691 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: 3993CK FL Yes 1H4T04326EL017004 1984 FRUE 48 4 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North STATE ROAD 5 45 45 2 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area 1 1 Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) z 3 4 e 6 ' 18.Undercarriage 2 3 a s 6 18.Undercarriage 2 10,001-26,000 Ibs(4,536-11,793 kg) Tank Trailer 1 15 16 n s 19.Overturn 5 1s 19.overturn 20.Windshield 20.Windshield Haz.Mat.Release �HazMat.Placard Number Class 14 13 12 11 10 s 21.Trailer 4 13 1z 11 10 s 21.Trailer 1 2 1993 3 Motor Carrier Name US DOT Number SUN FUELS 145113 Motor Carrier Address City and State Zip Code Phone Number 18308 EASTWYCK DR TAMPA FL 33647 Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 2 20 Medium/Heavy Trucks 1 None 1 No 1 No Special Function (more than 10,000 Ibs (4,536 kg)) Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 1 Straight Ahead 4 Two-Way,Divided, 1 Level 1 Straight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Positive Median Barrier Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 1 1 Vehicle in Transport 1 No BWAH54 FL 30/Jun/2020 No 3C4NJDDB7KT723338 Year Make Model IStyle Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2019 JEEP COMPAS UT GRY Disabling 8000 No 156 HSMV 90010 S Page 1 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 23/Apr/2019 12:38 PM 23/Apr/2019 12:38 PM FHPE190FF022220 88101582 Insurance Company Insurance Policy Number SELF INSURED RA 451087656 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code LLC EAN HOLDINGS 14002 E 21ST ST STE 1500 TULSA OK 741 34-1 424 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North STATE ROAD 5 45 45 2 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area 4 2 3 4 5 6 7 Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) Z 3 5 6 718.Undercarriage 18.Undercarriage 1 15 15 17 8 19.Overturn 15 �e �� $ 19.Overturn 20.Windshield 20.Windshield Haz.Mat.Release �HazMat.Placard Number Class 13 12 11 10 s 21.Trailer n 13 i2 i o s 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use �Specival Function of MV 16(Sport)Utility Vehicle 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 6 Changing Lanes 4 Two-Way,Divided, 1 Level 1 Straight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Positive Median Barrier Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 1 1 Driver 1 GINA MARIE MONTGOMERY 16/May/1982 2 Female No Address City State Zip Code 322 WILLIAM TAFT AVE DOWNINGTOWN PA 19335 Driver License Number State Expires DL Type Reel.End. Injury Severity Ejection 31800542 PA 17/May/2022 3 C 3 No Req 3 Non-incapacitating 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 15 Improper Passing 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported MCFR 0001584 PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Injury Severity Ejection 3 3 Passenger 1 TALIO MONTGOMERY 27/Jul/2005 1 Male 3 1 Not Non-incapacitating Ejected Address City State Zip Code 322 WILLIAM TAFT AVE DOWNINGTOWN PA 19335 Restraint System I Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 3 1 Used Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported MCFR 0001584 PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Injury Severity Ejection 2 3 Passenger 1 KYAN MONTGOMERY 08/Aug/2006 1 Male 3 1 Not Non-incapacitating Ejected Address City State Zip Code 322 WILLIAM TAFT AVE DOWNINGTOWN PA 19335 Restraint System I Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 1 Not Applicable 3 Not Applicable 1 2 Used Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported MCFR 0001584 PERSON RECORD 157 Page 2 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 23/Apr/2019 12:38 PM 23/Apr/2019 12:38 PM FHPE190FF022220 88101582 Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 4 1 Driver 2 OMAR JARDINES 10/Sep/1974 1 Male No Address City State Zip Code 7781 W 36 AVE UNIT 5 HIALEAH FL 33018 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection J635640743300 FL 10/Sep/2019 1 A 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 1 Not Applicable 3 Not Applicable 1 Left 1 Front Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 1 No Contributing Action 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported VIOLATIONS Person# Name Florida Statute Number Charge Citation 1 GINA MARIE MONTGOMERY 316.085(2) IMPROPER-CHANGE-OF-LANE/PULLING OUT IN FRONT AB44PCE OF VEHICLE GOI NARRATIVE ------------------------------------------------------------------------------------------------------------------------ ID Number Rank Name Troop/Post Officer Agency Phone Number Date Created 2293 TROOPER J.K.DIAZ E FLORIDA HIGHWAY PATROL 305-470-2500 May 02,2019 01 was traveling northbound in the outside lane of State Road 5 south of Garden street. V02 was traveling northbound in the inside lane of State Road 5 adjacent to V01. The driver of V01 failed to observe V02 in the inside lane and changed lanes into the inside lane. As a result,the left side of V01 sideswiped the front right of V02. Upon arrival V01 was at final rest facing northwest in the inside shoulder and V02 was straddling the inside shoulder and the inside lane facing northeast. REPORTING OFFICER ID/Badge# Rank and Name Department Type of Department 2293 TROOPER J.K.DIAZ FLORIDA HIGHWAY PATROL FHP 158 Page 3 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 23/Apr/2019 12:38 PM 23/Apr/2019 12:38 PM FHPE19OFF022220 88101582 State Ind 5 III M. d Vehicle '"1 Vehicle Diagram I I �t 'to Scale 159 Page 4 of 4 FLORIDA TRAFFIC CRASH REPORT HIGHWAY SAFETY&MOTOR VEHICLES, LONG FORM SHORT FORM ASH RECORDS ❑ UPDATE TRAFFIC NEIL KIRKMAN BUILDING,RTALLAHASSEE,FL 32399-0537 (Electronic Version) Date of Crash Time of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 01/Jul/2020 03:52 PM 01/Jul/2020 03:52 PM 01/Jul/2020 04:13 PM FHPE20OFF027222 88238028 CRASH IDENTIFIERS County Code City Code County of Crash Place or City of Crash Within City Limits Time Reported Time Dispatched 38 52 MONROE TAVERNIER Yes 01/Jul/2020 01/Jul/2020 03:53 PM 03:55 PM Time on Scene Time Cleared Scene Completed Reason(if Investigation NOT Completed) Notified By 01/Jul/2020 01/Jul/2020 04.46 Yes Law Enforcement 04:00 PM PM ROADWAY INFORMATION Crash Occured On Street,Road,Highway 0 At Street Address# At Lattitude and Longitude US-1 MM92 25.016305475911999 -80.511361252284502 At Feet Or Miles Direction QFrom Intersection With Street,Road,Highway 0 Or From Milepost# 100 North GARDEN ST Road System Identifier Type Of Shoulder Type Of Intersection 2 U.S. 1 Paved 1 Not at Intersection CRASH INFORMATION(Check if Pictures Taken) ❑ light Condition Weather Condition Roadway Surface Condition School Bus Related Manner Of Collision 1 Daylight 1 Clear 1 Dry 1 No 4 Sideswipe,same direction First Harmful Event Type First Harmful Event First Harmful Event Location Within Interchange First Harmful Event Relation to Junction 14 1 On Roadway No 1 Non.Junction Contributing Circumstances:Road Contributing Circumstances:Road Contributing Circumstances:Road 1 None Contributing Circumstances:Environment Contributing Circumstances:Environment Contributing Circumstances:Environment 1 None Work Zone Related Crash In Work Zone Type Of Work Zone Workers In Work Zone Law Enforcement In Work Zone 1 No VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 2 1 Vehicle in Transport 1 No IGLT98 FL 31/Dec/2020 No 1 FTRX1 4WX8FB32151 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2008 FORD F150 TK WHI Disabling 20000 Yes WHEATONS TOWING Owner Request PICKUP Insurance Company Insurance Policy Number SECURITY NATIONAL INSURANCE COMPANY 3000GO07846227 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code SHARON LEIGH GARDNER 975 GIBRALTAR RD KEY LARGO FL 33037-0000 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North MM92 45 45 2 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two 2 3 a e e 7 18.Undercarriage z 3 1 a 1(5)1e 18.Undercarriage �11 15 16 n 3 19.Overturn re re �� 19.Overturn 20.Windshield 20.Windshield Haz.Mat.Release �HazMat.Placard Number Class 4 13 iz i io s 21.Trailer 4 13 iz i o s 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use �Specival Function of MV 3 Pickup 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 1 Straight Ahead 5 One-Way Trafficway 1 Level 1 Straight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed 37 Fence Object 14 Motor Vehicle in Transport VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 1 1 Vehicle in Transport 1 No IC22SU FL 18/Jan/2022 No 2FMDK3KC1BBA95301 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2011 FORD EDGE UT RED Functional 5000 No Insurance Company Insurance Policy Number FLORIDA FARM BUREAU GENERAL INSURANCE COPOLIC AP 1357347 160 HSMV 90010 S Page 1 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 01/Jul/2020 03:52 PM 01/Jul/2020 03:52 PM FHPE20OFF027222 88238028 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code DEBORAH SELINA PARSLEY 2160 WAYLIFE CT ALVA FL 33920-0000 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North MM92 45 45 2 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) 2 3 a s e ' 18.Undercarriage 18.Undercarriage 1 15 is n 8 19.Overturn 1 u 1s n $ 19.Overtum 20.Windshield 20.Windshield Haz.Mat.Release �HazMat.Placard Number Class is 13 iz 11 11 s 21.Trailer a 13 iz 11 10 s 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use �Specival Function of MV 1 Passenger Car 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 3 Turning Left 5 One-Way Trafficway 1 Level 1 St raight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 1 1 Driver 1 DEBORAH SELINA PARSLEY 18/Jan/1968 2 Female 770-387-6978 No Address City State Zip Code 2160 WAYLIFE CT ALVA FL 33920 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection P624177685180 FL 18/Jan/2027 5 E/Operator 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 6 Improper Turn 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Injury Severity Ejection 2 3 Passenger 1 MICHAEL W PARSLEY 05/Feb/1957 1 Male 1 None 1 Not Ejected Address City State Zip Code 2160 WAYLIFE CT ALVA FL 33920 Restraint System I Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 3 1 1 Used Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Injury Severity Ejection 3 3 Passenger 1 MICHAEL DAVID MAY 24/Jan/1959 1 Male 1 None 1 Not Ejected Address City State Zip Code 2151 WAYLIFE CT ALVA FL 33920 Restraint System I Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 2 1 Used Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 4 1 Driver 2 LANDON DAVID GARDNER 31/Jul/2000 1 Male 786-647-8519 No 161 Page 2 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 01/Jul/2020 03:52 PM 01/Jul/2020 03:52 PM FHPE20OFF027222 88238028 Address City State Zip Code 975 GIBRALTAR RD KEY LARGO FL 33037 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection G635524002710 FL 31/Jul/2024 5 E/Operator 3 No Req 4 Incapacitating 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 1 No Contributing Action 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 2 EMS MONROE EMS RESCUE 20 MARINERS VIOLATIONS Person# Name Florida Statute Number Charge Citation 1 DEBORAH SELINA PARSLEY 316.151(1)(b) IMPROPER LEFT TURN ABSY5RE NON VEHICLE PROPERTY DAMAGE Vehiclel Person#Property Damage-Other Than Vehicle Est.Amount Business Owner's Name Address City&State Zip Code FENCE SURROUNDING 112 5000 No L NOON DAVID GARDNER 975 GIBRALTAR RD KEY LARGO FL 33037 GARDEN ST NARRATIVE ------------------------------------------------------------------------------------------------------------------------ ID Number Rank Name Troop/Post Officer Agency Phone Number Date Created 4422 TPR WILLIAMS,DAVID,R E FLORIDA HIGHWAY PATROL 305-470-2500 Jul 03,2020 01 was traveling northbound on US-1 in the right lane at mile marker 92.V-02 was traveling northbound on US-1 in the left lane at mile marker 92.V-02 was to the left of 01.V-01 made a left turn from the right lane.V-01's front left struck V-02's rear right.Due to V-01's collision V-02 lost control and drove into several trees on the northbound shoulder of US-1 at mile marker 92.Both vehicles came to final rest at point of impact. REPORTING OFFICER ID/Badge# Rank and Name Department Type of Department 4422 TPR WILLIAMS,DAVID,R FLORIDA HIGHWAY PATROL FHP 162 Page 3 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 01/Jul/2020 03:52 PM 01/Jul/2020 03:52 PM FHPE20OFF027222 88238028 l.11',�-fl M+Yusrfi';n'r,xrvui-n'e;tl I I Not 'to Scale I I V 02 V,0y2 I V,02. r �� I x � i } rtwra roNnov�ma.? x Op �t } f� I I fry I ti } t \ I I V.°0:111 f 163 Page 4 of 4 FLORIDA TRAFFIC CRASH REPORT HIGHWAY SAFETY&MOTOR VEHICLES, LONG FORM SHORT FORM ASH RECORDS ❑X UPDATE TRAFFIC NEIL KIRKMAN BUILDING,RTALLAHASSEE,FL 32399-0537 (Electronic Version) Date of Crash Time of Crash I Date of Report Invest.Agency Report Number HSMV Crash Report Number 05/Jul/2020 12:38 PM 05/Jul/2020 12:38 PM 05/Jul/2020 12:49 PM FHPE20OFF027727 88149593 CRASH IDENTIFIERS County Code City Code County of Crash Place or City of Crash Within City Limits Time Reported Time Dispatched 38 52 MONROE TAVERNIER Yes 05/Jul/2020 05/Jul/2020 12:38 PM 12:42 PM Time on Scene Time Cleared Scene Completed Reason(if Investigation NOT Completed) Notified By 05/Jul/2020 05/Jul/2020 01:06 Yes Law Enforcement 12:45 PM PM ROADWAY INFORMATION Crash Occured On Street,Road,Highway 0 At Street Address# At Lattitude and Longitude U.S.-1 NORTHBOUND MM 92 25.0161492237064 -80.511959995074506 At Feet Or Miles Direction QFrom Intersection With Street,Road,Highway 0 Or From Milepost# 150 North ELLIS DRIVE Road System Identifier Type Of Shoulder Type Of Intersection 2 U.S. 2 Unpaved 3 T-Intersection CRASH INFORMATION(Check if Pictures Taken) ❑ light Condition Weather Condition Roadway Surface Condition School Bus Related Manner Of Collision 1 Daylight 1 Clear 1 Dry 1 No 3 Angle First Harmful Event Type First Harmful Event First Harmful Event Location Within Interchange First Harmful Event Relation to Junction 14 1 On Roadway No 3 Intersection.Related Contributing Circumstances:Road Contributing Circumstances:Road Contributing Circumstances:Road 1 None Contributing Circumstances:Environment Contributing Circumstances:Environment Contributing Circumstances:Environment 1 None Work Zone Related Crash In Work Zone Type Of Work Zone Workers In Work Zone Law Enforcement In Work Zone 1 No VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 2 1 Vehicle in Transport 1 No LWPX76 FL 13/Dec/2021 No 1GKS1CKJ9JR234667 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2018 GMC YUKON UT SIL Functional 1500 No Insurance Company Insurance Policy Number GEICO 4084976267 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code MICHAEL EDWARD BURKE 225 NW 16TH ST DELRAY BEACH FL 33444-3031 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North U.S.-1 NORTHBOUND MM 92 45 45 2 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) z 3 a s s 7 18.Undercarriage z 3 a s s 18.Undercarriage r 15 16 n 3 19.Overturn 19.Overturn 20.Windshield 20.Windshield Haz.Mat.Release �HazMat.Placard Number Class �14 21.Trailer zi.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use �Specival Function of MV 16(Sport)Utility Vehicle 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 1 Straight Ahead 5 One-Way Trafficway 1 Level 1 Straight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 1 1 Vehicle in Transport 1 No HAL8299 OH 14/Nov/2020 No 1GC1KWE8XGF291128 Year Make Model IStyle Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2016 CHEVY ILVERAD ctz BILK Minor 500 No Insurance Company Insurance Policy Number GRANGE INDEMNITY INS 4325004 164 HSMV 90010 S Page 1 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 05/Jul/2020 12:38 PM 05/Jul/2020 12:38 PM FHPE20OFF027727 88149593 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code JOHN D MOSES 625 CENTENNIAL ROAD TOLEDO OH 43617 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: TPR8441 OH 04/05/2019 No 52LBE1427BE004266 2011 HALE 16 2 00:00 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North U.S.-1 NORTHBOUND MM 92 45 45 2 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Z 3 4 5 6 7 Z 3 4 5 6 7 Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) 18.Undercarriage 18.Undercarriage Utility Trailer 1 15 16 17 8 19.Overturn 5 $ 19.Overturn 20.Windshield 20.Windshield Haz.Mat.Release �HazMat.Placard Number Class a 13 1 111 10 s ®.Trailer a 13 iz 11 10 s ®.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use �Specival Function of MV 3 Pickup 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 6 Changing Lanes 5 One-Way Trafficway 1 Level 1 Straight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 1 1 Driver 1 JOHN D MOSES 14/Nov/1966 1 Male 419-280-6684 No Address City State Zip Code 625 CENTENNIAL ROAD TOLEDO OH 43617 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection OB109086 OH 14/Nov/2022 4 D/Chauffeur 2 No 1 None 1 Not Ejected Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 3 Failed to Yield Right.of.Way 7 Inattentive 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 2 1 Driver 2 MICHAEL EDWARD BURKE 13/Dec/1982 1 Male 305-619-8795 No Address City State Zip Code 225 NW 16TH ST DELRAY BEACH FL 33444 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection B620545824530 FL 13/Dec/2024 5 E/Operator 2 No 1 None 1 Not Ejected Restraint System I Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 1 No Contributing Action 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported VIOLATIONS Person# Name Florida Statute Number Charge Citation 1 JOHN D MOSES 316.085(2) IMPROPER-CHANGE-OF-LANE/PULLING OUT IN FRONT ABT077E OF VEHICLE GOI NARRATIVE 165 Page 2 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 05/Jul/2020 12:38 PM 05/Jul/2020 12:38 PM FHPE20OFF027727 88149593 ------------------------------------------------------------------------------------------------------------------------ ID Number Rank Name Troop/Post Officer Agency Phone Number Date Created 2255 SGT P.REINOSO E FLORIDA HIGHWAY PATROL 305-470-2500 Jul 05,2020 1 was traveling north on U.S.-1 on the outside lane at Mile Marker 92 towing an enclosed trailer.V-2 was traveling north as well on U.S.-1 n the inside lane slightly behind V-1 towing a 26 foot boat. D-1 of V-1 observed a gas station to his left and turned his vehicle to the left and onto the inside northbound lane of U.S.-1. Consequently,the left side of V-1's trailer struck the right front of V-2. Upon my arrival both vehicles were off of the roadway. There were no injuries as a result of the crash.There is nothing further to report. REPORTING OFFICER ID/Badge# Rank and Name Department Type of Department 2255 SGT P.REINOSO FLORIDA HIGHWAY PATROL FHP 166 Page 3 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 05/Jul/2020 12:38 PM 05/Jul/2020 12:38 PM FHPE20OFF027727 88149593 167 Page 4 of 4 FLORIDA TRAFFIC CRASH REPORT HIGHWAY SAFETY&MOTOR VEHICLES, LONG FORM❑ SHORT FORM ❑X UPDATE TRAFFIC CRASH RECORDS NEIL KIRKMAN BUILDING,TALLAHASSEE,FL 32399-0537 (Electronic Version) Date of Crash Time of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 16/Mar/2021 08:49 PM 16/Mar/2021 08:49 PM 16/Mar/2021 09:10 PM FHPE21OFF012026 88337232 CRASH IDENTIFIERS County Cade City Code County of Crash Place or City of Crash Within City Limits Time Reported Time Dispatched 38 52 MONROE TAVERNIER Yes 16/Mar/2021 16/Mar/2021 08:54 PM 08:56 PM Time on Scene Time Cleared Scene Completed Reason(if Investigation NOT Completed) Notified By 16/Mar/2021 16/Mar/2021 09:30 Yes Law Enforcement 09:05 PM PM ROADWAY INFORMATION Crash Occured On Street,Road,Highway 0 At Street Address# At Lattitude and Longitude US-1 25.015871940000899 -80.511283270428194 At Feet Or Miles Direction OFrom Intersection With Street,Road,Highway 0 Or From Milepost# .50 North MILE MARKER 92 Road System Identifier Type Of Shoulder Type Of Intersection 2 U.S. 1 Paved 1 Not at Intersection CRASH INFORMATION(Check if Pictures Taken) ❑ light Condition Weather Condition Roadway Surface Condition School Bus Related Manner Of Collision 5 Dark-Not Lighted 1 Clear 1 Dry 1 No 1 Front to Rear First Harmful Event Type First Harmful Event First Harmful Event Location Within Interchange First Harmful Event Relation to Junction 14 1 On Roadway No 1 Non.Junction Contributing Circumstances:Road Contributing Circumstances:Road Contributing Circumstances:Road 1 None Contributing Circumstances:Environment Contributing Circumstances:Environment Contributing Circumstances:Environment 1 None Work Zone Related Crash In Work Zone Type Of Work Zone Workers In Work Zone Law Enforcement In Work Zone 2 Yes 3 Transition Area 1 Lane Closure 2 Yes 1 No VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 1 1 Vehicle in Transport 1 No 0128 FL 21/Sep/2021 No 5NPEG4JA8MH092239 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2021 HYUN SONATA 4D WHI Minor 3000 No Insurance Company Insurance Policy Number ALLSTATE 988 472 232 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Cade ROBERT THOMAS DENNEHY 80151 OVERSEAS HWY ISLAMORADA FL 33036-3801 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle �Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North US-1 20 45 2 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) C1312 ' 18.Undercarriage 2 3 a e 6 ' 18.Undercarriage 19.Overturn 19.Overturn 20.Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class s 21.Trailer 141 13 121„ ,o s 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 1 Passenger Car 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 1 Straight Ahead 5 One-Way Trafficway 1 Level 1 Straight 2 Collision with Nan-Fixed 14 Motor Vehicle in Transport Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport VEHICLE(Check if Commercial) Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 2 1 Vehicle in Transport 1 No EVPZ06 FL 30/Jun/2021 No 1FATP8UH3L5112750 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2020 FORD MUSTAN CV GRY Minor 1000 No Insurance Company Insurance Policy Number SELF INSURED SELF INSURED 168 HSMV 90010 S Page 1 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 16/Mar/2021 08:49 PM 16/Mar/2021 08:49 PM FHPE21OFF012026 88337232 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code LLC EAN HOLDINGS 14002 E 21ST ST STE 1500 TULSA OK 74134-1424 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North US-1 45 2 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) 2 3 a s s 18 Undercarriage 2 3 a 5 s 7 18 Undercarriage �114 � 19.Overtu rn 1 16 1s 17 � 19.Overturn 20.Windshield 20.Windshield HaZ.Mat.Release Haz Mat.Placard Number Class 13 12 11 10 9 21.Trailer 1a 13 12 11 10 9 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 1 Passenger Car 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 13 Stopped in Traffic 5 One-Way Trafficway 1 Level 1 Straight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 1 1 Driver 1 ROBERTTHOMAS DENNEHY 21/Sep/1947 1 Male No Address City State Zip Code 80151 OVERSEAS HWY ISLAMORADA FL 33036 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection D500778473410 FL 21/Sep12022 5 E/Operator 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 2 Operated MV in Careless or Negligent Manner 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 2 1 Driver 2 SCOTT ALAN HESTON 17/Dec/1965 1 Male No Address City State Zip Code 170 CARLSON LOOP WENATCHEE WA 98801-3859 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection WDLBRZ33913B WA 17/Dec12024 5 E/Operator 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 1 No Contributing Action 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Injury Severity Ejection 3 3 Passenger 2 NANCY EILEEN HESTON 20/Nov/1968 2 Female 1 None 1 Not Ejected Address City State Zip Code 170 CARLSON LOOP WENATCHEE WA 98801-3859 169 Page 2 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 16/Mar/2021 08:49 PM 16/Mar/2021 08:49 PM FHPE21OFF012026 88337232 Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 3 1 Used Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported VIOLATIONS Person# Name Florida Statute Number Charge Citation 1 ROBERT THOMAS DENNEHY 316.1925(1) CARELESS DRIVING ACVEGEE NARRATIVE ID Number Rank Name Troop/Post Officer Agency Phone Number Date Created 954 TPR R.GUTIERREZ E FLORIDA HIGHWAY PATROL 305-470-2500 Mar 18,2021 01 was Northbound on US-1 in the outside lane North of Mile Marker 92.V02 was stopped Northbound on US-1 in the outside lane just North of Mile Marker 92.V01 was behind V02.The inside lane was closed due to construction.V01 failed to notice V02 stopped.As a result,V01's front bumper collided with V02's rear bumper.Both ehicles were moved prior to my arrival. REPORTING OFFICER ID/Badge# Rank and Name Department Type of Department 3954 TPR R.GUTIERREZ FLORIDA HIGHWAY PATROL FHP 170 Page 3 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 16IMar12021 08:49 PM 161Mar12021 08:49 PM FHPE21OFF012026 88337232 171 Page 4 of 4 FLORIDA TRAFFIC CRASH REPORT HIGHWAY SAFETY&MOTOR VEHICLES, LONG FORM SHORT FORM ASH RECORDS ❑X UPDATE TRAFFIC NEIL KIRKMAN BUILDING,RTALLAHASSEE,FL 32399-0537 (Electronic Version) Date of Crash Time of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 22/Dec/2021 10:00 PM 22/Dec/2021 10:00 PM 22/Dec/2021 10:34 PM MCS021OFF009352 24480183 CRASH IDENTIFIERS County Code City Code County of Crash Place or City of Crash Within City Limits Time Reported Time Dispatched 38 MONROE TAVERNIER No 22/Dec/2021 22/Dec/2021 10:06 PM 10:06 PM Time on Scene Time Cleared Scene Completed Reason(if Investigation NOT Completed) Notified By 22/Dec/2021 22/Dec/2021 11:17 Yes Law Enforcement 10:09 PM PM ROADWAY INFORMATION Crash Occured On Street,Road,Highway 0 At Street Address# At Lattitude and Longitude US1/SR5 NB MM92 25.016300000000001 -80.511610000000005 At Feet Or Miles Direction OFrom Intersection With Street,Road,Highway 0 Or From Milepost# 50 North 92439 OVERSEAS HWY Road System Identifier Type Of Shoulder Type Of Intersection 2 U.S. 1 Paved 1 Not at Intersection CRASH INFORMATION(Check if Pictures Taken) ❑ light Condition Weather Condition Roadway Surface Condition School Bus Related Manner Of Collision 5 Dark-Not Lighted 1 Clear 1 Dry 1 No 1 Front to Rear First Harmful Event Type First Harmful Event First Harmful Event Location Within Interchange First Harmful Event Relation to Junction 14 1 On Roadway No 1 Non.Junction Contributing Circumstances:Road Contributing Circumstances:Road Contributing Circumstances:Road 1 None Contributing Circumstances:Environment Contributing Circumstances:Environment Contributing Circumstances:Environment 1 None Work Zone Related Crash In Work Zone Type Of Work Zone Workers In Work Zone Law Enforcement In Work Zone 1 No VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 2 1 Vehicle in Transport 1 No UX60L FL 07/Apr/2022 No 1C6RR6KT1JS155063 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2018 DODG RAM PK RED Minor 2000 No Insurance Company Insurance Policy Number INFINITY 109911148514001 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code IRVIN JEROME GETHERS 205 NW 11 AVE FORT LAUDERDALE FL 33311-0000 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North US1/SR5 NB MM92 45 45 2 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area =1b.Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) z 34Jb7 18.Undercarriageiis i e _ a 19.Overturn 19.Overturn 20.Windshield20.Windshield Haz.Mat.Release HazMat.Placard Number Class 14 , , „ ,u a 21.Trailer 18.Undercarriage 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use �Specival Function of MV 3 Pickup 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 1 Straight Ahead 5 One-Way Trafficway 1 Level 1 Straight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 1 1 Vehicle in Transport 1 No EVPK13 FL 30/Jun/2022 No 1FATP8UH7L5119345 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2020 FORD MUSTAN CV GRN Functional 2000 No Insurance Company Insurance Policy Number UNKNOWN UNK 172 HSMV 90010 S Page 1 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 22/Dec/2021 10:00 PM 22/Dec/2021 10:00 PM MCS021OFF009352 24480183 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code LLC EAN HOLDINGS 14002 E 21ST ST STE 1500 TULSA OK 741 34-1 424 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North US1/SR5 NB MM92 45 45 2 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) ` 3 4 ' 6 7 18.u.,dere.r.iage 3 ' s 6 7 s u dere,rr �e 1 15 16 17 8 19.Overturn 19.Overturn 1 15 16 17 S 20.Windshield 20.Windshield Haz.Mat.Release �Haz Mat.Placard Number Class 14 ,3 12 11 In s zl.nailer a ,; ,Z „ 1n z1.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use �Specival Function of MV 1 Passenger Car 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 3 Turning Left 5 One-Way Trafficway 1 Level 1 St raight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 1 1 Driver 1 ABHINAY DEBAKHTAR 30/Sep/2005 1 Male 4083098898 No Address City State Zip Code 10522 FOX CREST CT GREAT FALLS VA 22066 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection E62461467 VA 30/Sep/2028 7 None 1 None 1 Not Ejected Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 2 Operated MV in Careless or Negligent Manner 6 Improper Turn 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Injury Severity Ejection 2 3 Passenger 1 SHAMIM AKHTAR 08/Jun/1974 1 Male 1 None 1 Not Ejected Address City State Zip Code 10522 FOX CREST CT GREAT FALLS VA 22066 Restraint System I Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 3 1 1 Used Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Injury Severity Ejection 3 3 Passenger 1 SAYAM DEBAKHTAR 08/Mar/2010 1 Male 1 None 1 Not Ejected Address City State Zip Code 10522 FOX CREST CT GREAT FALLS VA 22066 Restraint System I Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 2 1 Used Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 5 1 Driver 2 IRVIN JEROME GETHERS 07/Apr/1971 1 Male 9544966943 No 173 Page 2 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 22/Dec/2021 10:00 PM 22/Dec/2021 10:00 PM MCS021OFF009352 24480183 Address City State Zip Code 205 NW 11 AVE FORT LAUDERDALE FL 33311 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection G362410711270 FL 07/Apr/2025 5 E/Operator 1 None 1 Not Ejected Restraint System I Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 1 No Contributing Action 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Injury Severity Ejection 6 3 Passenger 2 TYRIO RAYEL HILL 26/Jul/2003 1 Male 1 None 1 Not Ejected Address City State Zip Code 2500 NW 9TH AVE APT 102 FT LAUDERDALE FL 33311 Restraint System I Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 3 2 Used Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Injury Severity Ejection 4 3 Passenger 2 TARON RAYEL HILL 13/Jan/1975 1 Male 1 None 1 Not Ejected Address City State Zip Code 2500 NW 9TH AVE APT 102 WILTON MANORS FL 33311 Restraint System I Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 3 1 Used Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported VIOLATIONS Person# Name Florida Statute Number Charge Citation 1 ABHINAY DEBAKHTAR 316.151(1)(b) IMPROPER LEFT TURN AFJ88HE Person# Name Florida Statute Number Charge Citation 1 ABHINAY DEBAKHTAR 316.1925(1) CARELESS DRIVING AFJ88IE NARRATIVE --------------------------------------------------------------------------------------Troop Agency ID Rank Name 0191umber DEPUTY TORRES,JOEL CSO\S ECIAL OMONROE COUNTY SO tuber 3 5 289-2410 DateCreated Dec 22,2021 Vehicle 1 was traveling northbound in the outside of the two northbound lanes of US1/SR5 at MM92.Vehicle 2 was traveling in the inside lane,beside and to the left of ehicle 1. Vehicle 1 made a left turn from the outside lane(the right lane),turning left in front of and colliding with Vehicle 2.As a result,the front right corner of Vehicle 2 struck the rear left corner of Vehicle 1. Both vehicles came to rest at the intersection of a nearby gas station. None of the occupants reported any injuries,and there were no independent witnesses identified. Driver 1 was cited for careless driving and improper left turn. II vehicles were driveable and left the scene with out further incident. REPORTING OFFICER ID/Badge# Rank and Name Department Type of Department 0191 DEPUTY TORRES,JOEL MONROE COUNTY SO SO 174 Page 3 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 22/Dec/2021 10:00 PM 22/Dec/2021 10:00 PM MCSO21OFF009352 24480183 175 Page 4 of 4 FLORIDA TRAFFIC CRASH REPORT HIGHWAY SAFETY&MOTOR VEHICLES, LONG FORM SHORT FORM ASH RECORDS ❑X UPDATE TRAFFIC NEIL KIRKMAN BUILDING,RTALLAHASSEE,FL 32399-0537 (Electronic Version) Date of Crash Time of Crash I Date of Report Invest.Agency Report Number HSMV Crash Report Number 09/Feb/2022 09:33 AM 09/Feb/2022 09:33 AM 09/Feb/2022 10:03 AM MCS0220FF001082 24480386 CRASH IDENTIFIERS County Code City Code County of Crash Place or City of Crash Within City Limits Time Reported Time Dispatched 38 MONROE TAVERNIER No 09/Feb/2022 09/Feb/2022 09:33 AM 09:39 AM Time on Scene Time Cleared Scene Completed Reason(if Investigation NOT Completed) Notified By 09/Feb/2022 09/Feb/2022 10:04 Yes Law Enforcement 09:40 AM AM ROADWAY INFORMATION Crash Occured On Street,Road,Highway 0 At Street Address# At Lattitude and Longitude US1/SR5 92 MM SB 25.016300000000001 -80.511610000000005 At Feet Or Miles Direction OFrom Intersection With Street,Road,Highway 0 Or From Milepost# Road System Identifier Type Of Shoulder Type Of Intersection 1 Interstate 1 Paved 1 Not at Intersection CRASH INFORMATION(Check if Pictures Taken) ❑ light Condition Weather Condition Roadway Surface Condition School Bus Related Manner Of Collision 1 Daylight 2 Cloudy 1 Dry 1 No 3 Angle First Harmful Event Type First Harmful Event First Harmful Event Location Within Interchange First Harmful Event Relation to Junction 14 1 On Roadway No 1 Non.Junction Contributing Circumstances:Road Contributing Circumstances:Road Contributing Circumstances:Road 1 None Contributing Circumstances:Environment Contributing Circumstances:Environment Contributing Circumstances:Environment 1 None Work Zone Related Crash In Work Zone Type Of Work Zone Workers In Work Zone Law Enforcement In Work Zone 1 No VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 2 1 Vehicle in Transport 1 No RE7E2F MO 01/Aug/2023 No KM8J23A40HU543589 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2017 HYUN TUCSON SUV WHI Functional 2000 No Insurance Company Insurance Policy Number PROGRESSIVE 935835505 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code IRENE ELLEN MCCREADY 4208 HOLT RD BLAND MO 65014 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: South US1/SR5 92 MM SB 45 45 2 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area z 5 . Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two z 3 4 J b 7 18.Undercarriage s 4 e 18 Undercarriage) i 19 i e _ a 19.Overturn i s i e a 19.Overturn 20.Windshield 20.Windshield Haz.Mat.Release �HazMat.Placard Number Class14 13 1z „ u a 21.Trailer a , ,z n u 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use �Specival Function of MV 16(Sport)Utility Vehicle 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 1 Straight Ahead 5 One-Way Trafficway 1 Level 1 Straight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 1 1 Vehicle in Transport 1 No HNZL25 FL 29/Oct/2022 No 1FTRW08L82KD60919 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2002 FORD F150 TK RED Minor 100 No PICKUP Insurance Company Insurance Policy Number PROGRESSIVE AMERICAN INSURANCE CO 946229908 176 HSMV 90010 S Page 1 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 09/Feb/2022 09:33 AM 09/Feb/2022 09:33 AM MCS0220FF001082 24480386 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code JAMES MARTIN STIGER 166 GARDEN ST TAVERNIER FL 33070-0000 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: West US1/SR5 92 MM SB 5 45 2 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) ` 3 4 ' 6 7 18.U,derearriage 6 7 s u derea it ge 1 15 16 17 8 19.Overturn 19.Overturn 1 15 16 17 S 20.Windshield 20.Windshield Haz.Mat.Release �HazMat.Placard Number Class 14 13 12 11 16 9 21.nailer a ,; ,2 „ 1n 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use �Specival Function of MV 3 Pickup 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 3 Turning Left 5 One-Way Trafficway 1 Level 1 St raight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 1 1 Driver 1 JAMES MARTIN STIGER 29/Oct/1940 1 Male 3053952172 No Address City State Zip Code 166 GARDEN ST TAVERNIER FL 33070 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection S326453403890 FL 29/Oct/2028 5 E/Operator 1 None 1 Not Ejected Restraint System I Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 3 Failed to Yield Right.of.Way 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 2 1 Driver 2 IRENE ELLEN MCCREADY 19/Apr/1955 2 Female 6025256612 No Address City State Zip Code 4208 HOLT RD BLAND MO 65014 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection 124BO27002 MO 19/Apr/2026 5 E/Operator 1 None 1 Not Ejected Restraint System I Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 1 No Contributing Action 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported NARRATIVE 177 Page 2 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 09/Feb/2022 09:33 AM 09/Feb/2022 09:33 AM MCS0220FF001082 24480386 ------------------------------------------------------------------------------------------------------------------------ ID Number Rank Name Troop/Post Officer Agency Phone Number Date Created 0244 DEPUTY MORALES,V MCSO\DIST 7 ROMONROE COUNTY SO 305-8533211 Feb 09,2022 Veh 2 was traveling southbound on US1/SR5 at the 92 MM passing the Mobile Gas station located at 92439 Overseas Highway Tavernier,FL. Veh 1 was waiting to enter traffic from the parking lot of the Dairy Queen located at 92661 Overseas Highway Tavernier,FL. Veh 2 was traveling in the inside lane as it approached the location where Veh 1 was stopped waiting. Veh 1 entered the inside lane of US1/SR5 and failed to yield the right of way of Veh 2 who was already traveling southbound in the inside lane. Veh 1 struck Veh 2 at the driver's side rear door. Veh 2 sustained damage to the driver's side rear door.Veh 1 sustained damage to the passenger side front bumper. I reviewed the camera footage of the Mobile station and confirmed Veh 1 failed to yield the right of way of Veh 2 and entered the roadway striking Veh 2. No injuries reported.Both vehicles were drive able. Incident recorded by BWC/INCAR 1836 camera systems.Nothing Further. REPORTING OFFICER ID/Badge# Rank and Name Department Type of Department 0244 DEPUTY MORALES,V MONROE COUNTY SO SO 178 Page 3 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 09/Feb/2022 09:33 AM 09/Feb/2022 09:33 AM MCSO22OFF001082 24480386 179 Page 4 of 4 FLORIDA TRAFFIC CRASH REPORT HIGHWAY SAFETY&MOTOR VEHICLES, LONG FORM SHORT FORM ASH RECORDS ❑ UPDATE TRAFFIC NEIL KIRKMAN BUILDING,RTALLAHASSEE,FL 32399-0537 (Electronic Version) Date of Crash Time of Crash I Date of Report Invest.Agency Report Number HSMV Crash Report Number 07/Mar/2022 02:15 PM 07/Mar/2022 02:15 PM 07/Mar/2022 02:46 PM MCS0220FF001836 24851052 CRASH IDENTIFIERS County Code City Code County of Crash Place or City of Crash Within City Limits Time Reported Time Dispatched 38 MONROE TAVERNIER No 07/Mar/2022 07/Mar/2022 02:21 PM 02:24 PM Time on Scene Time Cleared Scene Completed Reason(if Investigation NOT Completed) Notified By 07/Mar/2022 07/Mar/2022 04:52 Yes Law Enforcement 02:29 PM PM ROADWAY INFORMATION Crash Occured On Street,Road,Highway 0 At Street Address# At Lattitude and Longitude US1 NB MM 92 25.016300000000001 -80.511610000000005 At Feet Or Miles Direction OFrom Intersection With Street,Road,Highway 0 Or From Milepost# 300 North GARDEN ST Road System Identifier Type Of Shoulder Type Of Intersection 2 U.S. 2 Unpaved 77 Other,Explain in Narrative CRASH INFORMATION(Check if Pictures Taken) X❑ light Condition Weather Condition Roadway Surface Condition School Bus Related Manner Of Collision 1 Daylight 3 Rain 2 Wet 1 No 4 Sideswipe,same direction First Harmful Event Type First Harmful Event First Harmful Event Location Within Interchange First Harmful Event Relation to Junction First Harmful Event Type 7`� 14 1 On Roadway No 1 Non.Junction Contributing Circumstances:Road Contributing Circumstances:Road Contributing Circumstances:Road 1 None Contributing Circumstances:Environment Contributing Circumstances:Environment Contributing Circumstances:Environment 1 None Work Zone Related Crash In Work Zone Type Of Work Zone Workers In Work Zone Law Enforcement In Work Zone 1 No VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 2 1 Vehicle in Transport 1 No 6422UV FL 12/Oct/2022 No 19XFC2F52HE033486 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2017 HOND CIVIC 4D WHI Functional 3000 No Insurance Company Insurance Policy Number PROGRESSIVE SELECT 75927440 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code TONI LYNN JAMES 11 N OCEAN DR KEY LARGO FL 33037-0000 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North US1 NB MM 92 45 45 4 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area z s } . Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two z 3 4 J b 7 18.Undercarriage 5 e 18 Undercarriage) �]14 19.Overturn 19.Overturn 20.Windshield 20.Windshield Haz.Mat.Release HazMat.Placard Number Class 13 1z „ ,u a 21.Trailer a is tz „ to e 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use �Specival Function of MV 1 Passenger Car 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 1 Straight Ahead 3 Two-Way Divided, 1 Level 1 Straight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Unprotected(painted>4 Object feet)Median Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 1 1 Vehicle in Transport 1 No MHRF44 FL 16/Oct/2022 No 1HD4LE211HC435212 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2017 HD PORTST R MC BLK Disabling 1000 Yes GUYS TOWING Driver Insurance Company Insurance Policy Number CERTAIN UNDERWRITTERS AT LLOYDS OF LONDON B0595XN6070020 180 HSMV 90010 S Page 1 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 07/Mar/2022 02:15 PM 07/Mar/2022 02:15 PM MCS0220FF001836 24851052 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code SVEN LUTTI SCHELE 5960 SW 86TH ST MIAMI FL 33143-8148 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North US1 NB MM 92 10 45 4 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) ` 3 4 ' 6 7 18.U,dere:lr.iage 3 ' s 6 7 s u der­"ii ge 1 15 16 17 8 19.Overturn 19.Overturn 1 15 16 17 S 20.Windshield M.Windshield Haz.Mat.Release �HazMat.Placard Number Class 14 13 12 11 1n s zl.nailer a ,; ,Z „ 1n 9 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use �Specival Function of MV 11 Motorcycle 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 3 Turning Left 3 Two-Way Divided, 1 Level 1 Straight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Unprotected(painted>4 Object feet)Median Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 1 1 Driver 1 NICKLAS VIKTOR SJOBLOM 19/Mar/1992 1 Male 4607077071 No Address City State Zip Code SMALANDS GATAN19B MALMOE FF 21413 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection 9203192159 FF 31/May/2026 5 E/Operator 3 Non-incapacitating 4 Not Applicable Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 1 DOT-Compliant 1 Yes 77 Other(explain in 1 Front 1 Not Applicable Motorcycle Helmet narrative) Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 6 Improper Turn 7 Inattentive 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 2 1 Driver 2 JOHN LEE JAMES J 10/May/1957 1 Male 3055044534 No Address City State Zip Code 11 N OCEAN DR KEY LARGO FL 33037 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection J520472571700 FL 10/May/2028 5 E/Operator 1 None 1 Not Ejected Restraint System I Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 1 No Contributing Action 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported WITNESSES Name Address City State Zip Code JARED DANIEL RICE 3502 FAWN COVE LN APT 2 PORTAGE MI 49024 VIOLATIONS Person# Name Florida Statute Number Charge Citation 1 NICKLAS VIKTOR SJOBLOM 316.1925(1) CARELESS DRIVING AGOCERE 181 Page 2 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 07/Mar/2022 02:15 PM 07/Mar/2022 02:15 PM MCS0220FF001836 24851052 NARRATIVE --------------------------------------------------------------------------------------g-------------------------------- Rank Name icer A 9 umber DEPUTY HERNANDEZ,LTroopCSO\S Ef y CIAL OMONROE COUNTY SO Phone tuber 3 5-289-2410Date d Mar 07,2022 The following occurred on US-1 (SR-5)at the approximate 92 mile marker northbound located in Tavernier,Florida 33070. V01 (Black Harley-Davidson)and V02(White Honda)were both traveling northbound on US-1 at the approximate 92 mile marker.V02 was in the inside lane and V01 as in the outside lane.V01 then attempted to make a left turn into the Mobile gas station from the outside lane striking V02.V02 sustained moderate/functional damage to the passenger's side area.V01 sustained disabling damage to the handle bar and clutch lever. V02 was operable and did not require tow.V01 was towed by Guy's Towing at the owner's request.The driver of V01 sustained minor scrapes to both hands.He refused medical attention. This incident occurred in Monroe County,Florida. REPORTING OFFICER ID/Badge# Rank and Name Department Type of Department 9327 DEPUTY HERNANDEZ,L MONROE COUNTY SO SO 182 Page 3 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 07/Mar/2022 02:15 PM 07/Mar/2022 02:15 PM MCSO22OFF001836 24851052 US-1 (SR 5) Mule; Mairker 92 NB 10ohilb Gas Statiio,n-n 2 Dim airam not to scab 183 Page 4 of 4 FLORIDA TRAFFIC CRASH REPORT HIGHWAY SAFETY&MOTOR VEHICLES, LONG FORM SHORT FORM ASH RECORDS ❑ UPDATE TRAFFIC NEIL KIRKMAN BUILDING,RTALLAHASSEE,FL 32399-0537 (Electronic Version) Date of Crash Time of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 15/Nov/2022 11:50 AM 15/Nov/2022 11:50 AM 15/Nov/2022 12:14 PM FHP220N0590455 24968842 CRASH IDENTIFIERS County Code City Code County of Crash Place or City of Crash Within City Limits Time Reported Time Dispatched 38 52 MONROE TAVERNIER No 15/Nov/2022 15/Nov/2022 11:53 AM 11:55 AM Time on Scene Time Cleared Scene Completed Reason(if Investigation NOT Completed) Notified By 15/Nov/2022 15/Nov/2022 12:38 Yes Law Enforcement 11:55 AM PM ROADWAY INFORMATION Crash Occured On Street,Road,Highway 0 At Street Address# At Lattitude and Longitude US-1 (OVERSEAS HWY)(NORTHBOUND) 25.016254744658301 -80.511366287316903 At Feet Or Miles Direction OFrom Intersection With Street,Road,Highway 0 Or From Milepost# 200 South GARDEN STREET Road System Identifier Type Of Shoulder Type Of Intersection 2 U.S. 2 Unpaved 1 Not at Intersection CRASH INFORMATION(Check if Pictures Taken) ❑ light Condition Weather Condition Roadway Surface Condition School Bus Related Manner Of Collision 1 Daylight 1 Clear 1 Dry 1 No 3 Angle First Harmful Event Type First Harmful Event First Harmful Event Location Within Interchange First Harmful Event Relation to Junction 14 1 On Roadway No 4 Driveway/Alley Access Related Contributing Circumstances:Road Contributing Circumstances:Road Contributing Circumstances:Road 1 None Contributing Circumstances:Environment Contributing Circumstances:Environment Contributing Circumstances:Environment 1 None Work Zone Related Crash In Work Zone Type Of Work Zone Workers In Work Zone Law Enforcement In Work Zone 1 No VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 2 1 Vehicle in Transport 1 No L5BCI FL 26/Jan/2023 No 1FTEW1CP4FKD46777 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2015 FORD F150 PK WHI Minor 500 No PICKUP Insurance Company Insurance Policy Number GEICO 4110577188 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code PAUL JOSEPH HANN 254 BOUGAINVILLEA ST TAVERNIER FL 33070-0000 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North US-1 (OVERSEAS HWY)(NORTHBOUND) 45 45 2 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area z 5 . Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two z 3 4 J b 7 18.Undercarriage s 4 e 18 Undercarriage) 19.Overturn i s i e a 19.Overturn 20.Windshield 20.Windshield Haz.Mat.Release �HazMat.Placard Number Class14 13 1z „ ,u a 21.Trailer a , ,z „ ,u 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use �Specival Function of MV 3 Pickup 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 1 Straight Ahead 4 Two-Way,Divided, 1 Level 1 Straight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Positive Median Barrier Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 1 1 Vehicle in Transport 1 No MSWG66 FL 10/Apr/2023 No JKAERKD16NDAG5874 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2022 KAWK Z400 MC GRN Disabling 3000 Yes WHEATONS SVC CNTR Rotation Insurance Company Insurance Policy Number STATE FARM K300661DO7594 184 HSMV 90010 S Page 1 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 15/Nov/2022 11:50 AM 15/Nov/2022 11:50 AM FHP220N0590455 24968842 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code WILLIAM WINFIELD SCOTT J 8246 PARKWOOD BLVD SEMINOLE FL 33777-0000 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North US-1 (OVERSEAS HWY)(NORTHBOUND) 25 45 4 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) ` 3 a ' 6 7 18.U,dere.r.iage 3 ' s 6 7 s u der­"ii ge 1 15 16 17 8 19.Overturn 19.Overturn 1 15 16 17 S 20.Windshield M.Windshield Haz.Mat.Release �HazMat.Placard Number Class14 13 ,z „ In s zl.nailer a ,; ,Z „ in9 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use �Specival Function of MV 11 Motorcycle 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 3 Turning Left 4 Two-Way,Divided, 1 Level 1 St raight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Positive Median Barrier Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 1 1 Driver 1 WILLIAM WINFIELD SCOTT J 10/Apr/1954 1 Male 727560-9162 No Address City State Zip Code 8246 PARKWOOD BLVD SEMINOLE FL 33777 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection S300939541300 FL 10/Apr/2029 5 E/Operator 3 No Req 4 Incapacitating 4 Not Applicable Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 1 DOT-Compliant 1 Yes 1 Left 1 Front 1 Not Applicable Motorcycle Helmet Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 3 Failed to Yield Right.of.Way 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 2 EMS MONROE COUNTY FIRE R 22-5024 MARINERS HOSPITAL PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 2 1 Driver 2 PATRICIA REILLY HANN 12/Oct/1984 2 Female 305522-0241 No Address City State Zip Code 254 BOUGAINVILLEA ST TAVERNIER FL 33070 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection H500696848720 FL 12/Oct/2028 5 E/Operator 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 1 No Contributing Action 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported VIOLATIONS Person# Name Florida Statute Number Charge Citation 1 WILLIAM WINFIELD SCOTT 316.151(1)(b) IMPROPER LEFT TURN AFPZEHE NARRATIVE 185 Page 2 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 15/Nov/2022 11:50 AM 15/Nov/2022 11:50 AM FHP220N0590455 24968842 ------------------------------------------------------------------------------------------------------------------------ ID Number Rank Name Troop/Post Officer Agency Phone Number Date Created 3652 TPR D.A.KITCHEN E FLORIDA HIGHWAY PATROL 305-470-2500 Nov 16,2022 1 was traveling northbound in the outside lane of US-1 (Overseas Hwy)approaching Garden Street.V-2 was traveling northbound in the inside lane of US-1 approaching Garden Street.V 1 slowed in the outside lane and attempted to make a left turn into the driveway access of the Exxon Gas Station(92439 Overseas Hwy)into the direct ath of V-2.Driver 2 took evasive action but was unable to avoid V-1 entered the inside lane.the action of Driver 1 caused the front of V-2 to collide with the left side of 1.After the collision V-1 was projected in a northerly direction and came to final rest within the inside lane on its right side.Driver 1 fell from V-1 and came to final rest next to V-1.V-2 came to final rest at the area of collision within the inside northbound lane,facing north. REPORTING OFFICER ID/Badge# Rank and Name Department Type of Department 3652 TPR D.A.KITCHEN FHPE FHP 186 Page 3 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 15/Nov/2022 11:50 AM 15/Nov/2022 11:50 AM FHP22ON0590455 24968842 r 92439 O EIRSE S HWY (EXXON GAS STATION) 5 DIAGRAM NOT TO SCALE -1 FINAL REST -1 -2 US-1 (OVERSEAS ) (NORTHBOUND L, E S 187 Page 4 of 4 FLORIDA TRAFFIC CRASH REPORT HIGHWAY SAFETY&MOTOR VEHICLES, LONG FORM❑X SHORT FORM ❑ UPDATE TRAFFIC CRASH RECORDS NEIL KIRKMAN BUILDING,TALLAHASSEE,FL 32399-0537 (Electronic Version) Date of Crash Time of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 17/Nov/2022 04:00 PM 17/Nov/2022 04:00 PM 17/Nov/2022 04:37 PM FHP220N0594514 24972407 CRASH IDENTIFIERS County Cade City Code County of Crash Place or City of Crash Within City Limits Time Reported Time Dispatched 38 52 MONROE TAVERNIER No 17/Nov/2022 17/Nov/2022 04:01 PM 04:01 PM Time on Scene Time Cleared Scene Completed Reason(if Investigation NOT Completed) Notified By 17INov/2022 17/Nov/2022 05:07 Yes Law Enforcement 04:01 PM PM ROADWAY INFORMATION Crash Occured On Street,Road,Highway At Street Address# At Lattitude and Longitude US1 (OVERSEAS HWY)NB MM92 25.015960326609999 -80.511430986773107 At Feet Or Miles Direction OFrom Intersection With Street,Road,Highway 0 Or From Milepost# JSO OF GARDEN ST Road System Identifier Type Of Shoulder Type Of Intersection 2 U.S. 1 Paved 1 Not at Intersection CRASH INFORMATION(Check if Pictures Taken) ❑ light Condition r ather Condition Roadway Surface Condition School Bus Related Manner Of Collision 1 Daylight 1 Clear 1 Dry 1 No 4 Sideswipe,same direction First Harmful Event Type First Harmful Event First Harmful Event Location Within Interchange First Harmful Event Relation to Junction 14 1 On Roadway No 1 Non.Junction Contributing Circumstances:Road Contributing Circumstances:Road Contributing Circumstances:Road 1 None Contributing Circumstances:Environment Contributing Circumstances:Environment Contributing Circumstances:Environment 1 None Work Zone Related Crash In Work Zone Type Of Work Zone Workers In Work Zone Law Enforcement In Work Zone 1 No VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 2 1 Vehicle in Transport 1 No PDMC60 FL 01/Jun/2023 No 1C6SRFJT5KN879941 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2019 RAM 1500 TK GRY Disabling 4000 Yes ALL AMERICAN Rotation Insurance Company Insurance Policy Number PROGRESSIVE 957938507 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Cade SHEDRACK C GORDON DOWNS 6101 NW 21ST AVE MIAMI FL 33142-7836 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle �Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North US1(OVERSEAS HWY)NB MM92 45 45 4 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area CommGVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) 3 4 5 6 ' is.u.,de��iage s a s e x.u�der�ariage :114 is ie i� 19.owrtum 19.Overturn 20_Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class2 11 1fl 9 21.Trailer ,z „ m 9 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 3 Pickup 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 1 Straight Ahead 4 Two-Way,Divided, 1 Level 1 Straight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Positive Median Barrier Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 1 1 Vehicle in Transport 1 No 09772F3 CA 31/Oct/2023 No 1N6ED1EJXNN606771 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2022 NISS FRONTIE PK BLU Disabling 3000 Yes ALL AMERICAN Rotation Insurance Company Insurance Policy Number SIXT RENT A CAR LLC SELF INSURED 188 HSMV 90010 S Page 1 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 17/Nov/2022 04:00 PM 17/Nov/2022 04:00 PM FHP220N0594514 24972407 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code SIXT RENT A CAR LLC 1501 NW 49TH ST STE 100 FT LAUDERDALE FL 33309 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North US1(OVERSEAS HWY)NB MM92 35 45 4 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area CommGVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) 4 s ls-u�nd�r fiagv " s a ' 18-ur,d-carriane lL 16 lti 17 y 19.Overturn 1 1� 16 17 y 79.Overturn 20.Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class 14 13 11 11 10 9 21-Trailer 114 13 12 11 m 9 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 3 Pickup 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 3 Turning Left 4 Two-Way,Divided, 1 Level 1 Straight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Positive Median Barrier Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 1 1 Driver 1 MARTIN KAMMERLE 11/May/1989 1 Male 491-627-0757 No Address City State Zip Code N/A DEUTSCHLAND FF 00000 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection A4312793334 FF 11/May/2024 5 E/Operator 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 3 Failed to Yield Right.of.Way 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 2 1 Driver 2 SHEDRACK C GORDON DOWNS 01/Jun/1962 1 Male 954-658-5529 No Address City State Zip Code 6101 NW 21ST AVE MIAMI FL 33142 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection G635783622010 FL 01/Jun/2027 5 E/Operator 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 1 No Contributing Action 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported VIOLATIONS Person# Name Florida Statute Number Charge Citation 1 MARTIN KAMMERLE 316.122 FAIL TO YIELD-TO ONCOMING TRAFFICIVEHICLE AFRKKJE PASSING ON LEFT NARRATIVE 189 Page 2 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 17/Nov/2022 04:00 PM 17/Nov/2022 04:00 PM FHP220N0594514 24972407 ID Number Rank Name Troop/Post Officer Agency Phone Number Date Created 373 TPR LUNA,A E FLORIDA HIGHWAY PATROL 305-470-2500 Nov 26,2022 01 was traveling north in the outside lane on US1 Overseas Hwy at MIA 92 just south of Garden ST.V02 was traveling north in the inside lane on US1 Overseas Hwy at AM 92 just south of Garden ST. D01 failed to observe V02 in the inside lane and D01 made a left turn from the outside lane violating the right of way of V02.The left side of V01 collided with the right side f V02. Upon my arrival V01 and V02 were moved to the right shoulder of US1 facing north. REPORTING OFFICER ID/Badge# Rank and Name Department Type of Department 4373 TPR LUNA,A FHPE FHP 190 Page 3 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 17/Nov/2022 04:00 PM 17/Nov/2022 04:00 PM FHP220N0594514 24972407 US1 (Overseas Hwy) NB Mid 92 Diiagiram Not To Scale 92439 Overseas Hwy Taverrmer, IFL 33070 V02 (Moved from Fina[Rest) ------------ V01(Moved From Fmal Rest), Access Road Vol V02 191 Page 4 of 4 FLORIDA TRAFFIC CRASH REPORT HIGHWAY SAFETY&MOTOR VEHICLES, LONG FORM❑X SHORT FORM ❑ UPDATE TRAFFIC CRASH RECORDS NEIL KIRKMAN BUILDING,TALLAHASSEE,FL 32399-0537 (Electronic Version) Date of Crash Time of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 29/Nov/2022 02:47 PM 29/Nov/2022 02:47 PM 29/Nov/2022 03:16 PM FHP220N0617051 24972409 CRASH IDENTIFIERS County Code City Code County of Crash Place or City of Crash Within City Limits Time Reported Time Dispatched 38 52 MONROE TAVERNIER No 29/Nov/2022 29/Nov/2022 02:47 PM 02:49 PM Time on Scene Time Cleared Scene Completed Reason(if Investigation NOT Completed) Notified By 29/Nov/2022 29/Nov/2022 03:53 Yes Law Enforcement 02:59 PM PM ROADWAY INFORMATION Crash Occured On Street,Road,Highway At Street Address# At Lattitude and Longitude US1 (OVERSEAS HWY)NB MM 92 25.0160186846126 -80.511377632100405 At Feet Or Miles Direction OFrom Intersection With Street,Road,Highway 0 Or From Milepost# 92439 OVERSEAS HWY Road System Identifier Type Of Shoulder Type Of Intersection 2 U.S. 1 Paved 1 Not at Intersection CRASH INFORMATION(Check if Pictures Taken) ❑ light Condition r ather Condition Roadway Surface Condition School Bus Related Manner Of Collision 1 Daylight 1 Clear 1 Dry 1 No 77 Other,Explain in Narrative First Harmful Event Type First Harmful Event First Harmful Event Location Within Interchange First Harmful Event Relation to Junction 34 2 Off Roadway No 1 Non.Junction Contributing Circumstances:Road Contributing Circumstances:Road Contributing Circumstances:Road 1 None Contributing Circumstances:Environment Contributing Circumstances:Environment Contributing Circumstances:Environment 1 None Work Zone Related Crash In Work Zone Type Of Work Zone Workers In Work Zone Law Enforcement In Work Zone 1 No VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 2 1 Vehicle in Transport 1 No INIG05 FL 15/Jan/2024 No 1FADP3H2XJL265857 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2018 FORD FOCUS 4D WHI Functional 4000 No Insurance Company Insurance Policy Number PROGRESSIVE 952673176 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Cade SECUNDINA RODRIGUEZ 15 OAKWOOD AVE KEY LARGO FL 33037-0000 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle �Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North US1(OVERSEAS HWY)NB MM 92 15 45 4 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area CommGVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) Cl,� 12 ' 1&U,de�« cage 3 a s e x.u�der� ri�ge 19.owrtum 19.Overturn 20_Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class eI'l 21.Trailer „ ,n e 21.T a ter Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 1 Passenger Car 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 1 Straight Ahead 4 Two-Way,Divided, 1 Level 1 Straight 3 Collision with Fixed Object 34 Traffic Sign Support Positive Median Barrier Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 34 Traffic Sign Support 43 Ran Off Roadway,Left VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 1 1 Vehicle in Transport 1 No BIS TX 30/Apr/2023 No 5GAERCKW4LJ219848 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2020 BUICK ENCLAV 4D BLK None No Insurance Company Insurance Policy Number STATE FARM INS U107088BO553Z 192 HSMV 90010 S Page 1 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 29/Nov/2022 02:47 PM 29/Nov/2022 02:47 PM FHP220N0617051 24972409 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code PAUL EDWARD SKRENTY 4112 WESTCHESTER DR WACO TX 76710 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North US1(OVERSEAS HWY)NB MM 92 20 45 4 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) a s s-u„a rran 1 a� 18-ur,d-carriane lL 16 lti 17 y 19.Overturn 1� 16 17 y 79.Overturn 20-Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class 14 13 11 11 10 9 21-Trailer is 13 12 11 m 9 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 16(Sport)Utility Vehicle 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 6 Changing Lanes 4 Two-Way,Divided, 1 Level 1 Straight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Positive Median Barrier Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 1 1 Driver 1 PAUL EDWARD SKRENTY 01/Jan/1945 1 Male 254-722-1065 No Address City State Zip Code 4112 WESTCHESTER DR WACO TX 76710 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection 14697770 FL 01/Jan/2026 5 E/Operator 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 3 Failed to Yield Right.of.Way 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 2 1 Driver 2 FABIAN CICILIO BEOVIDES 2310ct/2004 1 Male 305-393-1950 No Address City State Zip Code 15 OAKWOOD AVE KEY LARGO FL 33037 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection C241240043830 FL 23/Oct/2028 5 E/Operator 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 1 No Contributing Action 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Injury Severity Ejection 3 3 Passenger 2 JUAN PABLO VILLALOBOS 311Dec/2005 1 Male 1 None 1 Not Ejected Address City State Zip Code 19 JENNY LN KEY LARGO FL 33037 193 Page 2 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 29/Nov/2022 02:47 PM 29/Nov/2022 02:47 PM FHP220N0617051 24972409 Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 3 1 1 Used Source of Transport to Medical Facility 7ency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported VIOLATIONS Person# Name Florida Statute Number Charge Citation 1 PAUL EDWARD SKRENTY 316.085(2) IMPROPER-CHANGE-OF-LANE/PULLING OUT IN FRONT AFRKKSE OF VEHICLE GOI NON VEHICLE PROPERTY DAMAGE Vehiclel Person#Property Damage-Other Than Vehicle Est.Amount Business Owners Name Address City&State Zip Code STOP SIGN 1000 Yes FDOT 1000 NW FL 33172 NARRATIVE ID Number Rank Name Troop/Post Officer Agency Phone Number Date Created 373 TPR LUNA,A E FLORIDA HIGHWAY PATROL 305-470-2500 Dec D4,2022 01 was traveling north in the outside lane on US1 Overseas Hwy at MIA 92 just south of Garden ST.V02 was traveling north in the inside lane on US1 Overseas Hwy at AM 92 just south of Garden ST. D01 failed to observe V02 in the inside lane and D01 made a left turn from the outside lane violating the right of way of V02.V02 swerved to the left to avoid colliding with 01 and came off of the roadway to the left.V02 traveled in a north western direction and the front end of V02 collided with a stop sign. Upon my arrival V01 was not on scene and V02 remained at final rest facing north west on the left shoulder of US1. REPORTING OFFICER ID/Badge# Rank and Name Department Type of Department 4373 TPR LUNA,A FHPE FHP 194 Page 3 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 29/Nov/2022 02:47 PM 29/Nov/2022 02:47 PM FHP22ON0617051 24972409 US1 (Overseas Hwy), M I I Diagram Not To Scalia 92439 OverseasHwy I Tavernier, FL 33070 I Stop Silign I Vol I I 195 Page 4 of 4 FLORIDA TRAFFIC CRASH REPORT HIGHWAY SAFETY&MOTOR VEHICLES, LONG FORM SHORT FORM ASH RECORDS ❑X UPDATE TRAFFIC NEIL KIRKMAN BUILDING,RTALLAHASSEE,FL 32399-0537 (Electronic Version) Date of Crash Time of Crash I Date of Report Invest.Agency Report Number HSMV Crash Report Number 14/Dec/2022 01:00 PM 14/Dec/2022 01:00 PM 14/Dec/2022 01:39 PM MCS0220FF009722 25376146 CRASH IDENTIFIERS County Code City Code County of Crash Place or City of Crash Within City Limits Time Reported Time Dispatched 38 MONROE TAVERNIER No 14/Dec/2022 14/Dec/2022 01:10 PM 01:19 PM Time on Scene Time Cleared Scene Completed Reason(if Investigation NOT Completed) Notified By 14/Dec/2022 14/Dec/2022 01:52 Yes Law Enforcement 01:26 PM PM ROADWAY INFORMATION Crash Occured On Street,Road,Highway 0 At Street Address# At Lattitude and Longitude OVERSEAS HWY 92439 25.016300000000001 -80.511610000000005 At Feet Or Miles Direction OFrom Intersection With Street,Road,Highway 0 Or From Milepost# 100 North GARDEN STREET Road System Identifier Type Of Shoulder Type Of Intersection 9 Parking Lot 2 Unpaved 1 Not at Intersection CRASH INFORMATION(Check if Pictures Taken) X❑ light Condition Weather Condition Roadway Surface Condition School Bus Related Manner Of Collision 1 Daylight 1 Clear 1 Dry 1 No 1 Front to Rear First Harmful Event Type First Harmful Event First Harmful Event Location Within Interchange First Harmful Event Relation to Junction 15 8 In Parking Lane or Zone No 1 Non.Junction Contributing Circumstances:Road Contributing Circumstances:Road Contributing Circumstances:Road 1 None Contributing Circumstances:Environment Contributing Circumstances:Environment Contributing Circumstances:Environment 1 None Work Zone Related Crash In Work Zone Type Of Work Zone Workers In Work Zone Law Enforcement In Work Zone 1 No VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 1 1 Vehicle in Transport 1 No 73BUKA FL 28/Apr/2023 No 5N1DR2MN2KC616885 Year Make Model IStyle Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2019 NISS THFIND R UT GRY Minor 100 No Insurance Company Insurance Policy Number STATE FARM INSURANCE K91-1535-F13-59-4 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code JEAN ODSON MASSE 1300 15TH CT LOT 9 KEY WEST FL 33040-4147 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: East GAS STATION PUMP AREA MM92 15 15 1 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area z ='z " 7 18.Undercarriage 2 s 4 5 e 18.Undercarriage Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) O19.Overturn 19.Overturn 20.Windshield 20.Windshield Haz.Mat.Release HazMat.Placard Number Class 14 a 21.Trailer a , tz „ to e 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use �Specival Function of MV 1 Passenger Car 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 4 Backing 5 One-Way Trafficway 1 Level 1 Straight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 2 2 Parked Motor Vehicle 1 No DKC17 FL 05/Dec/2022 No 1 FMCUGHD6JUA48665 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2018 FORD EDGE UT WHI Minor 100 No Insurance Company Insurance Policy Number 196 HSMV 90010 S Page 1 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 14/Dec/2022 01:00 PM 14/Dec/2022 01:00 PM MCS0220FF009722 25376146 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code AMANDA DEE ERIKSEN 91220 OVERSEAS HWY 1154 TAVERNIER FL 33070-0000 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: Off-Road GAS STATION PUMP AREA MM92 15 1 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) ` 3 4 ' 6 7 18.U,dere:lr.iage 3 1 s 16 7 s u der­"ii ge 1 15 16 17 8 19.Overturn S 19.Overturn 1 15 16 17 20.Windshield M.Windshield Haz.Mat.Release �HazMat.Placard Number Class 14 13 12 11 1n s zl.nailer a ,; ,Z „ 1n 9 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use �Specival Function of MV 1 Passenger Car 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 8 Parked 5 One-Way Trafficway 1 Level 1 Straight 2 Collision with Non-Fixed 15 Parked Motor Vehicle Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 15 Parked Motor Vehicle PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 1 1 Driver 1 JEAN ODSON MASSE 28/Apr/1969 1 Male 3059309478 No Address City State Zip Code 1300 15TH CT LOT 9 KEY WEST FL 33040 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection M200474691480 FL 03/Feb/2023 5 E/Operator 1 None 1 Not Ejected Restraint System I Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 4 Improper Backing 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Injury Severity Ejection 2 3 Passenger 1 EDRIS LOUIS 19/Jun/1997 1 Male 1 None 1 Not Ejected Address City State Zip Code 1300 15TH CT LOT 9 KEY WEST FL 33040 Restraint System I Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 3 1 1 Used Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Name Date of Birth Sex Injury Severity Phone Number 3 2 Non-Motorist TEAGAN KEILEIGH ERIKSON 16/Jan/2007 2 Female 1 None 4072276635 Address City State Zip Code 1200 CACTUS ST KEY LARGO FL 33037 Non-Motorist Description Detail Non-Motorist Action Prior to Crash Non-Motorist Location at Time of Crash 5 Occupant of Motor Vehicle Not in Transport(parked, 77 Other,Explain in Narrative 77 Other,Explain in Narrative etc.) Non-Motorist Actions/Circumstance(First) Non-Motorist Actions/Circumstance(Second) Non-Motorist Safety Equipment(One) No MotoristSafety Equipment(Two) 77 Other,Explain in Narrative 6 Not Applicable Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported 197 Page 2 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 14/Dec/2022 01:00 PM 14/Dec/2022 01:00 PM MCS0220FF009722 25376146 WITNESSES Name Address City State Zip Code ERIK THOMAS ERIKSEN 1200 CACTUS ST KEY LARGO FL 33037 VIOLATIONS Person# Name Florida Statute Number Charge Citation 1 JEAN ODSON MASSE 316.1985(1) BACKING-IMPROPER AHOV96E NARRATIVE --------------------------------------------------------------------------------------------------------------------- Officer Phone Created ost Numbe te 0 lumber Rank Name Troop DEPUTY RODRIGUEZ,RICHARDP g y MCSO\SPECIAL OMONROE COUNTY SO r Da305-289 2410 Dec 14,2022 The following accident occurred in the parking lot of the Mobile Gas Station 92439,Overseas hwy,Tavernier,Florida. V01 (Grey Nissan Pathfinder)was backing out of its parking space when it struck V02(White Ford Edge)that was parked occupied by a non-motorist.V02 sustained minor damage to the front bumper.V01 sustained a minor damage to the rear bumper.Both vehicles had minor paint transfer. Both vehicles were operable and did not require tow.No injuries were sustained and/or reported in this crash. II event occurred in Monroe County,Florida. REPORTING OFFICER ID/Badge# Rank and Name Department Type of Department 0392 DEPUTY RODRIGUEZ,RICHARD MONROE COUNTY SO SO 198 Page 3 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 14/Dec/2022 01:00 PM 14/Dec/2022 01:00 PM MCSO22OFF009722 25376146 199 Page 4 of 4 FLORIDA TRAFFIC CRASH REPORT HIGHWAY SAFETY&MOTOR VEHICLES, LONG FORM❑X SHORT FORM ❑ UPDATE TRAFFIC CRASH RECORDS NEIL KIRKMAN BUILDING,TALLAHASSEE,FL 32399-0537 (Electronic Version) Date of Crash Time of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 12/Jun/2023 08:02 AM 12/Jun/2023 08:02 AM 12/Jun/2023 08:14 AM FHP230N0305688 25075918 CRASH IDENTIFIERS County Cade City Code County of Crash Place or City of Crash Within City Limits Time Reported Time Dispatched 38 52 MONROE TAVERNIER No 12/Jun/2023 12/Jun/2023 08:02 AM 08:05 AM Time on Scene Time Cleared Scene Completed Reason(if Investigation NOT Completed) Notified By 12/Jun/2023 12/Jun/2023 08:58 Yes Law Enforcement 08:05 AM AM ROADWAY INFORMATION Crash Occured On Street,Road,Highway At Street Address# At Lattitude and Longitude SR 5(US 1) 25.015959560100701 -80.511426435605003 At Feet Or Miles Direction OFrom Intersection With Street,Road,Highway 0 Or From Milepost# .25 South GARDEN ST Road System Identifier Type Of Shoulder Type Of Intersection 3 State 2 Unpaved 1 Not at Intersection CRASH INFORMATION(Check if Pictures Taken) ❑ light Condition r ather Condition Roadway Surface Condition School Bus Related Manner Of Collision 1 Daylight 1 Clear 1 Dry 1 No 1 Front to Rear First Harmful Event Type First Harmful Event First Harmful Event Location Within Interchange First Harmful Event Relation to Junction 14 1 On Roadway No 1 Non.Junction Contributing Circumstances:Road Contributing Circumstances:Road Contributing Circumstances:Road 1 None Contributing Circumstances:Environment Contributing Circumstances:Environment Contributing Circumstances:Environment 1 None Work Zone Related Crash In Work Zone Type Of Work Zone Workers In Work Zone Law Enforcement In Work Zone 1 No VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 2 1 Vehicle in Transport 1 No BU29AF FL 26/Feb/2024 No JTEBT17R658019019 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2005 TOYOT 4RUNNE UT BLK Functional 3000 No Insurance Company Insurance Policy Number GEICO 6124399764 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Cade SAMANTHA GRAY VONNEGUT 165 SUNRISE DR TAVERNIER FL 33070-0000 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North SR 5(US 1) 4 45 4 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area CommGVWR/GCWR Tra iler Type(trailer one) Trailer Type(trailer two) 4 s ' 18.und­ iage s 4 s e I&Uu ]""'iage i is in r� s 19.owrtum i is rn r� s 19.Overturn 20_Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class „ ,� 9 21.Trailer 4 ,g ,2 „ ,n 9 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 16(Sport)Utility Vehicle 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 1 Straight Ahead 4 Two-Way,Divided, 1 Level 1 Straight 2 Collision with Nan-Fixed 14 Motor Vehicle in Transport Positive Median Barrier Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 1 1 Vehicle in Transport 1 No RUD5R FL 03/Jan/2024 No 5TDXZ3DC1JS915206 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2018 TOYOT SIENNA VN SIL Disabling 10000 Yes WHEATONS SVC CNTR Rotation Insurance Company Insurance Policy Number STATE FARM K966019F3059 200 HSMV 90010 S Page 1 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 12/Jun/2023 08:02 AM 12/Jun/2023 08:02 AM FHP230N0305688 25075918 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code ANNA ELIZABETH MAXEY 1253 SHORECREST CIR CLERMONT FL 34711-0000 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North SR 5(US 1) 35 45 4 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area CommGVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) a s 18-Under fiagv " s a ' 18-ur,d-carriane lL 16 lti 17 y 19.Overturn 1 1� 16 17 O 79'Overturn 20.Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class 14 13 11 11 10 I'll I'll 9 21-Trailer is 13 12 11 m 9 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 2 Passenger Van 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 6 Changing Lanes 4 Two-Way,Divided, 1 Level 1 Straight 3 Collision with Fixed Object 39 Other Fixed Object(wall, Positive Median Barrier building,tunnel,etc.) Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events IThird(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed 39 Other Fixed Object(wall, Object building,tunne,etc.) 14 Motor Vehicle in Transport PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 1 1 Driver 1 ANNA ELIZABETH MAXEY 03/Jan/1981 2 Female No Address City State Zip Code 1253 SHORECREST CIR CLERMONT FL 34711 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection M200045815030 FL 03/Jan/2029 5 E/Operator 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 1 Left 1 Front Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 3 Failed to Yield Right.of.Way 88 Unknown 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Injury Severity Ejection 3 3 Passenger 1 JOSHUA DANIEL MAXEY 14/Nov/1980 1 Male 1 None 1 Not Ejected Address City State Zip Code 1253 SHORECREST CIR CLERMONT FL 34711-2969 Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 1 Used r�u rce of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Injury Severity Ejection 4 3 Passenger 1 ANDREW LEE 14/Mar/1977 1 Male 1 None 1 Not Ejected Address City State Zip Code 1253 SHORECREST CIR CLERMONT FL 34711 Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 2 Used Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 2 1 Driver 2 SAMANTHA GRAY VON NEGUT 26/Feb/1994 2 Female No 201 Page 2 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 12/Jun/2023 08:02 AM 12/Jun/2023 08:02 AM FHP230N0305688 25075918 Address City State Zip Code 165 SUNRISE DR TAVERNIER FL 33070 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection V523787945660 FL 26/Feb/2031 5 E/Operator 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 1 Left 1 Front Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 1 No Contributing Action 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported VIOLATIONS Person# Name Florida Statute Number Charge Citation 1 ANNA ELIZABETH MAXEY 316.085(2) IMPROPER-CHANGE-OF-LANE/PULLING OUT IN FRONT AHK9LWE OF VEHICLE GOI NARRATIVE ID Number Rank Name Troop/Post Officer Agency Phone Number Date Created 2864 TPR C.FRANCO K FLORIDA HIGHWAY PATROL 407-532-6797 Jun 12,2023 01 was traveling north in the right lane on State Road 5(US 1).V02 was traveling north in the left lane on State Road 5.V01 driver attempted to change lanes.V01 raveled into the left lane into the path of V02.V02's front struck the rear of V01.V01 rotated counterclockwise and traveled onto the left shoulder of the roadway striking a rock.V01's rear struck the rock.Vol was at final rest facing in a southeasterly direction on the left shoulder of State Road 5.V02 was moved from final rest prior to my arrival. REPORTING OFFICER ID/Badge# Rank and Name Department Type of Department 2864 TPR C.FRANCO FHPK FHP 202 Page 3 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 121Jun12023 08:02 AM 121Jun12023 08:02 AM FHP23ON0305688 25075918 Rock Final Rest ti A-. t 7 r�1 1 ' State Road 5 S Northbound Lanes Only 2 Diaararn NOT to Scale 203 Page 4 of 4 RECEIVED DEC 2 3 2024 HOE CO PLANNING DEPT M1 xed HIM Use Develo' pment 11 Overseas Klighway Tavernier, Florida TRAFFIC IMPACT STUDY prepared for: Blackstone Grouip-Tavernier 925, LLG and The Vestcor Companies, Inc. prepared by: CONSULTING,KBP INC. November 202,2 Updateld De y erni III mr 024 204 Mixed-Use Development 92501. Overseas Highway Tavemier, Florida Traffic Impact Study November 2022 Upeff"ifed Dec-enther 2024 Preparedfir: Blackstone Group — Tavernier 925,, LLC And The Vestcor Companies, Inc. Prepared by KBP Consulting, Inc. APPROVED BY: THIS DOCUMENT HAS BEEN DIGITALLY SIGNED AND SEALED W 2024.12.17 ,3 Karl B Peterson 19:12:48 -05'00" -C Eke`,,o ON THE DATE ADJACENT TO THE SEAL. No. 49897 PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED. THE SIGNATURE MUST cr BE VERIFIED ON ANY ELECTRONIC COPIES. STATE OF 41J 0 Al KBP CONSULTING,,INC. R I 8400 N.UNIVERSITY DRIVE,surrE 309 Sj*ONA'L TAMARAC,FLORIDA 33321 PIL 954-5,60-7103 KARL B.PETERSON,P.E.NO.49897 205 TABLE OF CONTENTS INTRODUCTION...........................................................................................................................I INVENTORY..................................................................................................................................3 Existing Land Use and Access.............................................................................................3 Proposed Land Uses and Access..........................................................................................3 EXISTINGCONDITIONS..............................................................................................................4 Existing Roadway Network.................................................................................................4 Existing Traffic Conditions—Roadway Segments..............................................................6 Existing Traffic Conditions—Intersections.........................................................................7 TRIPGENERATION....................................................................................................................I 1 TRIP DISTRIBUTION& ASSIGNMENT...................................................................................14 FUTURE TRAFFIC VOLUMES..................................................................................................22 Future Conditions Traffic Volumes...................................................................................22 TRAFFIC IMPACT ANALYSES.................................................................................................29 IntersectionAnalyses.........................................................................................................29 ' Turn Lane Storage Analysis 95"PercentileQueues) ................................34 LinkAnalysis.....................................................................................................................36 Overseas Highway/US 1 Impacts by Mile Marker..........................................................37 Detailed Trip Generation/Distribution Analysis..............................................................40 PARKING REQUIREMENTS......................................................................................................44 SITE ACCESS & CIRCULATION...............................................................................................45 SUMMARY & CONCLUSIONS..................................................................................................46 APPENDICES i Mixed-Use Development—Tavernier Traffic Impact Study 206 LIST of FIGURES FIGURE I —Project Location Map.......................................................................... .2 FIGURE 2—Existing Roadway Network and Intersection Geometry............................................5 FIGURE 3 —Existing(2022)AM Peak Hour Traffic Counts.............................. .8 FIGURE 4—Existing(2022)Mid-Day Peak Hour Traffic Counts........................ .9 FIGURE 5 Existing(2022) PM Peak Hour Traffic Counts........................................................10 FIGURE 6—Trip Distribution—Primary Trips................................................... .15 FIGURE 7—Project Traffic Assignment—Primary Trips—AM Peak Hour................................16 FIGURE 8—Project Traffic Assignment—Primary Trips—Mid-Day Peak Hour........................17 FIGURE 9—Project Traffic Assignment—Primary Trips—PM Peak Hour................................18 FIGURE 10—Project Traffic Assignment—Pass-By Trips—AM Peak Hour..............................19 FIGURE 11 —Project Traffic Assignment—Pass-By Trips—Mid-Day Peak Hour.....................20 FIGURE 12—Project Traffic Assignment—Pass-By Trips—PM Peak Hour..............................21 FIGURE 13 —Future (2024) Background AM Peak Hour Traffic................................................23 FIGURE 14—Future(2024)Background Mid-Day Peak Hour Traffic........................................24 FIGURE 15 —Future(2024) Background PM Peak Hour Traffic.................................................25 FIGURE 16—Future (2024)Total AM Peak Hour Traffic...........................................................26 FIGURE 17—Future(2024) Total Mid-Day Peak Hour Traffic...................................................27 FIGURE 18 —Future (2024) Total PM Peak Hour Traffic............................................................28 LIST OF TABLES TABLE 1 Average Annual Daily Traffic(AADT)..................................................... ............. 6 TABLE 2—Trip Generation Analysis...................................................................... ........ 12 TABLE 3 —Project Trip Distribution..................................................................... ....................14 TABLE 4—Intersection Levels of Service................................................................ ...................30 TABLE 5 —Turn Lane Storage Analysis.................................................................... ..................34 TABLE 6—Arterial Trip Assignment Summary......................................................... .39 TABLE 7—Islamorada Publix Customers That Live in Tavernier...................... .41 TABLE 8—Arterial Trip Assignment Summary—Revised..........................................................43 ii Mixed-Use Development—Tavernier Traffic Impact Study 207 INTRODUCTION A project known as "Mixed-Use Development" (consisting of a supermarket, a liquor store, and multifamily housing) is proposed to be located generally on the east (ocean) side of Overseas Highway / US 1 between Orange Blossom Road and Garden Street in Tavernier, Monroe County, Florida. More specifically, the subject site is located at 92501 Overseas Highway, near mile marker 92.5, and the Monroe County Parcel ID numbers are 00089490-000000 and 00490250-000000. A Project Location Map is presented in Figure 1 on the following page. KBP Consulting, Inc. has been retained by the Blackstone Group — Tavernier 925, LLC and The Vestcor Companies, Inc. to prepare a traffic impact study for this proposed mixed-use project. This study addresses the anticipated trip generation characteristics for the project, the current operating conditions of the surrounding roadway network, the anticipated project traffic impacts at study intersections and along Overseas Highway / US I by mile marker, and site access. A traffic impact study methodology for this project was developed with input and direction from the Monroe County Planning and Environmental Resources Department and their traffic engineering consultant. A copy of the approved methodology is presented in Appendix A of this report. This traffic impact study is divided into nine(9)sections, as listed below: 1. Inventory 2. Existing Conditions 3. Trip Generation 4. Trip Distribution& Assignment 5. Future Traffic Volumes 6. Traffic Impact Analyses 7. Parking Requirements 8. Site Access & Circulation 9. Summary& Conclusions ' Changes to the site plan and the development program have occurred since the traffic impact study methodology memorandum was approved in August 2022. The development parameters presented in this report reflect the latest available site plan information. I Mixed-Use Development—Tavernier Traffic Impact Study 208 1 �6a Nay' t y f M 1V� auaeavi u��rbumro��:�nwwy 4 r r n. w, LEGEND Project Site , � r BP r FIGURE 1 Project Location, Map 'Mixed-Use Development lu_�it c:s, INC, Tavernier, Florida 209 INVENTORY Existing Land Use and Access As referenced previously, the subject site is comprised of two (2) parcels of land located along the east side of Overseas Highway/US 1 in Tavernier, Monroe County, Florida. The total land area (i.e. upland area) for these parcels is approximately 14.48 acres (630,588 square feet) and is partially developed with a cement manufacturing facility that is currently operating on an "as- needed basis". (In 2021, this site was typically operating three (3) days per week.) Although there are some small buildings on the site, most of the operations are performed outside. The total area encompassed by the manufacturing process is approximately 261,400 square feet (+/- 6.00 acres). Vehicular access to this site is provided by one (1) driveway on the northbound lanes of Overseas Highway I US 1. The Monroe County Property Appraiser reports for the subject parcels are presented in Appendix B to this report. Proposed Land Uses and Access The proposed Mixed-Use Development consists of a supermarket (Publix), a liquor store, and multifamily affordable housing community. The supermarket component of this development will consist of approximately 47,240 square feet and the multifamily component will consist of 86 dwelling units in a low-rise (two floors) format. In addition, there will be a 2,100 square foot liquor store. The liquor store will have a separate external entrance and there will be no internal access between the supermarket and the liquor store. Vehicular access to this site will be provided in its current location along Overseas Highway I US 1. A preliminary site plan (including a truck circulation plan for the site's design vehicle) for this project is included in Appendix C of this report. And, for the purposes of performing this traffic impact analysis, the project is planned to be completed by the year 2024. 3 Mixed-Use Development—Tavernier Traffic Impact Study 210 EXISTING CONDITIONS This section of the report addresses the existing transportation network in the project study area and the existing traffic conditions. Existing Roadway Network Overseas Highway/US 1 through the immediate study area (i.e. Tavernier) is a"one-way pair", state-maintained principal arterial roadway. Specifically, this roadway consists of two (2) northbound lanes and two (2) souhbound lanes with a +/- 125-foot-wide developed median. Within the project study area, the width of the median decreases to the north and to the south; however, the number of lanes in each direction remains two (2). The posted speed limit of this roadway in this area is 45 miles per hour (mph) and the Florida Department of Transportation (FDOT) access classification is Class 4 between Camelot Drive and Jo-Jean Way and Class 5 from Jo-Jean Way to Ocean Boulevard. In order to assess the traffic impacts of this project on the surrounding roadway network, the project team (with input / direction from the Monroe County Planning and Environmental Resources Department and their traffic engineering consultant) identified the following intersections for further evaluation: ❑ Overseas Highway/US 1 and Camelot Drive(unsignalized) ❑ Overseas Highway/US 1 and Burton Drive(signalized) ❑ Overseas Highway/US 1 and Project Driveway Location(unsignalized) ❑ Overseas Highway/US 1 and Julep Road(unsignalized) ❑ Overseas Highway/US 1 and Ocean Boulevard(signalized) Figure 2 on the following page presents the existing roadway network and intersection geometry of these study intersections. 4 Mixed-Use Development--Tavernier Traffic Impact Study 211 Camelot Drive kh !p pn prove r~ 115 � irk ✓ a $Ito LEGEND C - ,..._. .-.,. . �....Left-morn Lane 'Y c�. Through Lane The future plans include an exclusive NB right turn lane at the project driveway. � The proposed driveway will consist of a through Vane and a right-turn lane, ---; Rpm-T rrr Dana Turn-Lane scoraege KBP MFUGURE 2 ExistingppoFd Networkf Intersection C ' lo Tav pneMt / efter„Florida 212 Existing Traffic Conditions-Roadway Segments The Florida Department of Transportation (FDOT) maintains the following traffic count stations within the general proximity of the project site: ❑ Station #900062: Overseas Highway/US I -200 feet north of Burton Drive ❑ Station #900102: Overseas Highway/US 1 - 100 feet south of Tavernier Creek Bridge ❑ Station #905041: Overseas Highway/US 1 - 1,000 feet south of Mockingbird Road ❑ Station #905043: Overseas Highway/US 1 -200 feet south of Burton Drive Traffic volumes recorded over the last (published) ten (10) year period at these traffic count stations are summarized in Table 1 below. Appendix D contains the historical traffic data obtained from the FDOT. Table 1 Mixed-Use Development Average Annual Daily Traffic(AADT) Tavernier,Florida AADT Year Station#900062 Station#900102 Station#905041 Station#905043 2022 16,000 30,500 31,000 15,500 2021 15,000 30,000 28,500 15,500 2020 13,000 27,500 26,500 13,500 2019 15,000 31,500 31,000 16,000 2018 15,000 30,000 28,500 15,500 2017 15,500 26,500 29,500 14,000 2016 15,000 25,000 24,000 15,000 2015 14,500 25,500 29,500 16,000 2014 11,500 21,000 25,000 15,000 2013 13,000 23,500 28,000 13,500 2012 12,500 26,500 23,500 1 12,000 Source: Florida Department of Transportation. Compiled by: KBP Consulting,Inc.{December 2024). The traffic data collected at these stations during the previous ten (10) year period (i.e. 2012 through 2022) indicates that background traffic volumes have been increasing moderately. In accordance with the detailed growth rate analysis for this area (please see Appendix D), an annual growth rate of+1.90% has been applied to the study area for this traffic impact analysis. 6 Mixed-Use Development-Tavernier Traffic Impact Study 213 Existing Traffic Conditions—Intersections KBP Consulting, Inc., in association with Video Data Solutions, Inc., collected morning (7:00 AM — 9:00 AM), mid-day (11:30 AM — 1:30 PM) and afternoon (4:00 PM — 6:00 PM) peak period turning movement counts at the following intersections on Wednesday, April 20,2022: ❑ Overseas Highway/US 1 and Camelot Drive ❑ Overseas Highway/US 1 and Burton Drive ❑ Overseas Highway/US 1 and Project Driveway Location ❑ Overseas Highway/US 1 and Julep Road ❑ Overseas Highway/US 1 and Ocean Boulevard Figures 3 through 5 summarize the existing (Year 2022) peak season' AM, mid-day and PM peak hour turning movement volumes at the five (5) study intersections. Appendix E contains the results of these turning movement counts as collected in the field. It should he noted that the intersection turning movement counts collected at the project driveway location (i.e. the current Comex driveway) indicate that the Cemex facility was not operating on the day of the traffic counts. As such, no peak hour trip generation credits have been applied in subsequent sections of this report. 2 The traffic counts collected on April 20, 2022, have been adjusted in accordance with the latest (2022) Peak Season Factor Category Report published by the Florida Department of Transportation(FDOT). This report(please see Appendix F) indicates that traffic counts collected on April 201h in Monroe County should be adjusted by a peak season conversion factor of 1.03 in order to reflect average peak season conditions. 7 Mixed-Use Development—Tavernier Traffic Impact Study 214 Camelot Drive (N 23 I yi_....� „.. site; r h � R � qT� P' iwx�n..m nimmmmimmwmmmnwxwmmmmmmwnenrmvanmmmwwwamxxw i �w wr. ..m....u�w..�.aareinmm LMixed•Use L Existing(2Q22)AM Peak Hour Traffic Counts FIGUFRE 3 i;caW� Jl i INN tNC Source:Video Data Solutions,Inc. Development Adjusted'Par Average Peak Season Conditions vernier Florida 215 uwminnawrmnw.wwmwuwadw uw.m'wwrvuxrvxnNiwrvmwurvnwwuNwm'w rvwuwwmmanvmrm mwuuvuuuww�wwwwwnnwawwurmmiwwuxiwwwruwwu uwvxawavuw wu ran nwvxxuiau. unw �4wvw Po.A% ( N Camelot Drive l 17 —� 3'2. �A on 75 Burt xk Site m� KBP y' 1 a Existing (2022) Mid-Day Peak Hour Traffic Counts FIGURE 4 Source:Video Data Solutions,Inc. Mixed-Use Development. "ONSOI I IINGB INN Adjusted for Average Peak Season Conditions Tavernier,Florida 216 1Af 'aj`a ♦♦ Camelot Drive 11 K G - ............._ as �d je 7a Burton Dave 41 r' 7: I, 4 M She o w /000010�� a . .. � Existing (2022) PM Peak Hour,"Traffic Counts FIGURE 5KBP Source Video Data Solutions Inc. Mixed-Use Development r„rnr,01 Adjusted for Average Peak Season Conditions Tavernier,Florida 217 1 TRIP GENERATION The trip generation analysis for the proposed Mixed-Use Development was determined using the trip generation information published in the Institute of Transportation Engineers' (ITE) Trip Generation Manual (111h Edition). Based upon this information, the daily, AM peak hour, mid-day`peak hour and PM peak hour trip generation rates are as follows: 3 Multifamily Housing(Low-Rise)—ITE Land Use#220 ❑ Weekday: T=6.74(X) ❑ Saturday: T=4.55 (X) ❑ Sunday: T=3.86(X) ❑ Daily(weighted avg): T=6.02 (X) ❑ AM Peak Hour: T=0.40(X) (24%in/76%out) ❑ Mid-Day Peak Hour: T=0.57(X) (62% in/38% out) ❑ PM Peak Hour: T=0.51 (X) (63%in/37% out) where T=number of trips and X=number of dwelling units Supermarket—ITE Land Use#850 ❑ Weekday: T=93.84(X) ❑ Saturday: T= 112.76 (X) ci Sunday: T= 102.42 (X) ❑ Daily(weighted avg): T=97.77(X) ❑ AM Peak Hour: T=2.86(X) (59% in/41%out) ❑ Mid-Day Peak Hour: T=9.19(X) (51% in/49%out) ❑ PM Peak Hour: T=8.95 (X) (50% in/50%out) ❑ Pass-By Rate: 24% where T=number of trips and X= 1,000 square feet of gross floor area Liquor Store—ITE Land Use#899 ❑ Weekday: T= 107.21 (X) ❑ Saturday: T=N/A ❑ Sunday: T=N/A ❑ Daily(weighted avg): T=107.21 (X) ❑ AM Peak Hour: T=0.59(X) (79% in/21%out) ❑ Mid-Day Peak Hour: Ln(T)=0.65 Ln(X)+3.50 (50%in/50%out) ❑ PM Peak Hour: Ln(T)=0.47 Ln(X)+3.91 (50% in/50%out) where T=number of trips and X= 1,000 square feet of gross floor area 3 The mid-day peak hour trip generation characteristics are based upon the PM peak hour of the generator data for each of the proposed land uses. And ITE lacks pass-by data specific to the liquor store land use. However, it appears reasonable that the supermarket pass-by rate of 24%can be applied to Land Use#899—Liquor Store. 11 Mixed-Use Development—Tavernier Traffic Impact Study 218 Table 2 below presents the trip generation analysis for the proposed Mixed-Use Development to be located in Tavernier, Florida. Appendix G contains relevant excerpts from the referenced ITE irlanual. (As noted previously, the existing Ceinex site was typically operational three (3) days per week in 2021. According to the ITE manual, the weekday trip generation rate for Land Use #140 -- Many/acturing is 39.53 trips / acre. Assuming three (~:') weekdays of activity, the weighted average daily trip rate is 16,94 trips /acre. For six (6) acres, this yields 102 daily vehicle trips,f6r the existing use.) Table 2 Mixed-Use Development Trip Generation Analysis Tavernier,Florida DAY AM Peak Flour Trips Mid-do-Peak flour Trips PM Peak flour 'rips Land Use 5i7C In Out Tota I In Out Total In Out Total Proposed SUpennarket 47,240 SF 4,619 80 55 135 221 213 434 212 211 423 (241Y6) .......... Sub-Total .......3,510 61 -.42 103 168 162 330 161 lot) 321 Liquor Store 2,100 81, 225 1 0 1 27 27 54 36 1 35 71 -Pass-13 (24, ) 11 '6 1[� I 'I ........... . ......... Sub-Total 171 1 0 1 21 20 41 27 27 54 MF loming-Low Rise 86 DU 518 9 26 34 30 19 49 28 16 44 Passe(1) n'j .................... Sub-Total 4' 8 26 34 30 19 49 28 16 44 TOTA L I 9�)! LAS 219 201 420 216 203 419 Compiled 1),: .ARP Consulfing,Inc(Oveember 2024), Yource:ITETrip Generation Manual(I Ith E'diflon) As indicated in Table 2 above, the proposed Mixed-Use Development is anticipated to generate 4,199 net new daily vehicle trips, 138 net new AM peak hour vehicle trips, (70 inbound and 68 outbound), 420 net new mid-day peak hour vehicle trips (219 inbound and 201 outbound) and 419 net new PM peak hour vehicle trips (216 inbound and 203 outbound). Based upon all increase of 4,199 daily vehicle trips, a Level 3 traffic impact study is required per the applicable Monroe County traffic report and analysis guidelines. It is important to note that the ITE, trip generation rates utilized in this analysis for the supermarket land'use are based upon trip generation data collected at typical urban /suburban locations throughout the countr�Y, These are locations that are likely to be verydissimilar to that ' of the Florida Keys in general and, inure specitically, Tavernier. 12 Mixed-Use Development - Tavernier Traffic Impact Study 219 The primary difference in this case is the population of the service area which is estimated to be approximately 8,300 persons per U.S. Census data for Tracts 9706 through 9708.4 Trip generation rates imply a direct linear relationship between the size of the store and the number of vehicle trips generated by that store regardless of the population of the area to be served. In this particular case, this does not appear to be reasonable given the relatively small population to be served. While the rates utilized may be the most appropriate and professionally accepted rates, as published by ITE for this analysis, it is highly likely that the actual number of vehicle trips to be generated will be significantly less than those projected by this analysis. a The applicable U.S. Census Tracts for this analysis have been developed based upon the project location and the nearest supermarkets to the north and to the south. This is explained in further detail in the next section. 13 Mixed-Use Development—Tavernier Traffic Impact Study 220 TRIP DISTRIBUTION& ASSIGNMENT As required per the Monroe County Traffic Report Guidelines Manual, a trip distribution analysis has been performed. This analysis was based upon land use patterns in the upper Keys, similar land uses in the immediate area, U.S. Census Tract population data (between Key Largo and lslamorada), the existing transportation network, and traffic patterns exhibited in the intersection turning movement counts (please see Appendix E and Figures 3 through 5). Given the proposed access plan for the subject site, all of the project-related trips will access Overseas Highway / US 1. Table 3 below summarizes the resulting trip distribution patterns for the proposed Mixed-Use Development. Table 3 Mixed-Use Development Project Trip Distribution Tavernier,Florida Direction Distribution North(US l North) 45% South(US l South) 55% East 0% West 0% Source:KBF Consulting,Inc.(December 2024). The net new(i.e.primary) AM, mid-day and PM peak hour trips projected to be generated by the proposed development have been assigned to the nearby transportation network using the traffic assignment documented above as a basis. The trip distribution percentages for primary trips at each study intersection are presented in Figure 6 and the peak hour primary trip assignments are presented in Figures 7 through 9. Pass-by trips will be derived from Overseas Highway 1 US 1. The peak hour pass-by trip distribution patterns have been developed based upon the AM, mid- day and PM peak hour northbound and southbound trip distribution at Overseas Highway/US I and the project driveway. These distribution patterns are as follows: • AM Peak Hour: 33% northbound and 67% southbound • Mid-Day Peak Hour: 43%northbound and 57% southbound • PM Peak Hour: 63% northbound and 37% southbound The AM, mid-day and PM peak hour pass-by trip assignments are presented in Figures 10 through 12. 14 Mixed-Use Development—Tavernier Traffic Impact Study 221 Camelot Drive t' BUTA 4 or 7 - f` N" site "s i+ LEGEND a 10% Inbaund r� 1-II..tl KB i RGURE6 NSW��rdT:*" �rk�:, Trip Distribution —Primary Trips Mx�ed-UseDevelopmenl Tavemier,Rarida 222 h> N Camelot Drive gsive silo a,i -► . V s g� i cl 10 InGound P Project'Traff'ic Assignment—Primary Trips � FIGURE r ry �,rO WI UNQ HiC Mixed-apse Development Weekday AM Peak lHour Taivennier,Florida 223 Camelot Drive � q � f t-35 site w9 ► R � LEGEND `�� t0 Inbound P Project Traffic Assignment—Primary Trips FIGURE a ee C �^ R ING N, Weekday Mid-Day Peak Hour ��Ta ern o,Florida ent 224 (N) Camelot Drive . 35 "1 C' 97 site f �t Lr sr=ND V 0 lnbo..d KB,P Project Traffic Assignment_Primary Trips FIGURE 9 Mixed-Use Development RM nING PC, Weekday PM Peak Hour Tavernier,Flo6dm 225 N Camelot drive �. � f BU on � L.Of 0.- 7_11 _J Y f site" a .._µ r m A y pF-LEGENDno' ip Inbound P Project Traffic Assignment—Pass-By Trips � � � FIGURE 10 Mixed-Use Development Weekday AM Peak Hour Tavernier,Ronda 226 ON Camelot Drive Or- �ygtpfY['6 0 ....,. A sins 3a . a�+ LEGEND a 10 Inbound KBP Project Traffic Assignment—WaPass-day Trips �FIGURE 11 i:r,:m,Wl 11t G use: Weekday Mid-Day peak Hour Mixed-Use Development Tavermer,Florida 227 (N Camelot Drive 1 r3urton Dove ,. } sine 22 e� LEGEND Etp Inbpund y I r r�r,,;m;1 1 .............. IMP Project Traffic Assignment—Pass-By Trips F lit tz e Development OW lii i ,16 iW; Weekday PM Peak Hour nier,Florida 228 FUTURE TRAFFIC VOLUMES This section of the traffic impact study addresses the development of the future (2024) traffic volumes for the study area. Future Conditions Traffic Volumes In order to develop peak season 2024 background and total traffic conditions (this project is anticipated to be completed in late 2024), the following analyses were performed: 1. Avera a Peak Season Conversion Factor. Traffic data collected on Wednesday, April 20, 2022, was reviewed with respect to average peak season conditions. Based on FDOT's Peak Season Factor Category report (see Appendix F), the adjustment factor for data collected during this time period is 1.03. 2. Projection of 2022 veak season volumes to 2024 peak season conditions. Based on the historical Average Annual Daily Traffic (AADT) volumes shown in Table 1, traffic volumes along Overseas Highway / US 1 in the vicinity of the project have been increasing moderately over the previous (published) ten (10) years. Based upon a statistical analysis of this data, it was determined that an annual growth rate of 1.90% is appropriate for the project study area. 3. Addition_ of project traffic. The project traffic (primary and pass-by trips) assignment documented in the previous section of this report has been added to the roadway network(i.e. intersections and roadway segments) for the study area. The future traffic calculations (background traffic growth and the traffic associated with the proposed Mixed-Use Development project) for the study intersections are contained in Appendix H in tabular format. Figures 13 through 15 on the following pages present the future (2024) background traffic volumes (without the project traffic). Figures 16 through 18 present the future (2024)total traffic volumes (with the project traffic). 22 Mixed-Use Development—Tavernier Traffic Impact Study 229 Camelot Drive 24 * on Dr�ve ✓a � ci �h 4 2 She a r w F � ,r �4 � ES' 0 /0001�� Ufa. a l3P' Future AM Peak Hour Background Traffic Volumes without Project Traffic � FIGURE 13 (Year 2024 Peak Season Mixed-Useave Development ect c:e�w-,�ut ro-ata ins' ( '� Tavernier„Florida 230 , CN Camelot Drive r 33 ✓ .......„..., ram` IL `� DfVe �I4iS1{Drr ,.. 0 d 74 12 site q /000� KBP r a Future Mid-Day Peak Hour Background Traffic Volumes without Project.Traffic FIGURE 14 hNed-Use Deve@apment ��:.c�rA,ui�ru�s,,; uu.: ( (ear 2024 Peak Season) Tavernder Ronda 231 ,l hl) Camelot®rive * 1222 li, .M—ax ,u n 61 �a ui Ae\ F y0 \< 4by 4lTy /y, r� rr RIP Future PM Peak hour Background Traffic Volumes without.Project Traffic FIGURE 15 ON ,f lIr,Wi iN(r (Year 2024 Peak Season) Mixed-use Development ravemGer,Florida 232 ,V CN Camelot Drive Chive ...,.._w. 177 I M'---' 419 �JV1 ► ......... W 43 =' I8,4,}....46 I site "m—► '� CS`e wy. 4�y/M1•�" y��� � ��Wtl ac _. a � a KBP Future AM Peak Hour Total Traffic Volumes with Project Traffic � FMJRIE 16 [M:ix:ed-Use Development n�,��, rP r (Fear 2024 Peak Season) �vornie,,Flonde 233 Camelot Drive 132 �G 49 � I 117 IW site 131 IV i1u a 1°rye U j �h mod. tN KB,P Future Mid-Day Peak Hour Total Traffic Volumes with Project Trafific�M _ o EwGURE 17 Arlixed-u��Development nrr, GP,EG (Year 2024 Peak Season) F.rernier,Florida 234 ry� (N) Camelot Drive 12a 37 F f f, :e 123 sari LO A—1f34 \, site, rN to /0110� KBP taw t�� � p a Future PM Peak Hour Total Traffic Volumes with Project Traffic' FIGURE 18 Year 2�111 Peak Seasari fixed-Use Development �•ra�rir.¢�; irvur, Tavernier„ Florida 235 TRAFFIC IMPACT ANALYSES This section of the report is divided into three (3) parts: 1) intersection analyses, 2) Overseas Highway/US 1 link analysis, and 3) Overseas Highway/US 1 impacts by mile marker. Intersection Analyses The following five (5) study intersections were evaluated using the capacity 1 level of service procedures outlined in the latest Highway Capacity Manual (HCM) using the Synchro intersection analysis software: ❑ Overseas Highway/US 1 and Camelot Drive ❑ Overseas Highway/US 1 and Burton Drive ❑ Overseas Highway/US 1 and Project Driveway Location ❑ Overseas Highway/US 1 and Julep Road ❑ Overseas Highway/US 1 and Ocean Boulevard Operational analyses were performed for each of the intersections identified above. These analyses include existing (2022) peak season conditions, future (2024) background (without project traffic) peak season conditions, and future (2024) total (with project traffic) peak season conditions for AM, mid-day and PM peak hour conditions. Table 4 on the following page summarizes the results of these intersection analyses. The signal timing information for both of the signalized study intersections is presented in Appendix I. The Synchro software output for each study intersection and each time horizon analyzed (i.e. existing, future background, and future total traffic conditions) is presented in Appendix J. A discussion of each of the study intersections and their projected operating conditions is presented on the following pages. 29 Mixed-Use Development—Tavernier Traffic Impact Study 236 Table 4 Mixed-Use Development Intersection Levels of Service Tavernier,Florida Future(2024)Conditions Future(2024)Conditions Existing(2022)Conditions Without Project Traffic With Project Traffic AM Mid-Day PM AM Mld-Day PM AM Mid-Day PM Intersection 1 Movement Peak Peak Peak Peak Peak Peak Peak Peak Peak Signalized Intersections US 1&Burton Drive(NB) B(19.6) B(14.9) B(17,7) B(19.9) B(15.2) B(1&6) C(20.4) B(17.3) C(22.0) -Northbound Approach A(8.5) A(9,2) B(12.9) A(8.8) A(9.6) B(13.8) A(9.3) B(11.5) B Q7.1) Eastbound Approach D(36.9) C(31.8) D(38.4) D(36.8) C(31.7) D(38.0) D(36.7) C(30.0) D(36.6) -Westbound Approach E(63.1) D(52.5) E(62.0) E(63.4) D(52,8) E(61.7) E(63.4) D(53.2) E(62.7) US 1&Burton Drive(SB) B(11.6) A(7.4) A(9.4) B(12.0) A(7.6) A(9.6) B(13.0) B(10.3) B(12,7) -Suthbound Approach A(6.3) A(4.2) A(3.7) A(6.8) A(4.5) A(3.9) A(7.4) A(5.9) A(5.0) Westbound Left-Turn E(77.8) E(65,0) E(78.3) E(77.9) E(65.2) E(77.5) E(78.6) E(67.3) F(81.3) US 1&Ocean Boulevard A(7.8) B(12.6) B(12.8) A(8.1) B(13.4) B(13.3) A(8.3) B(14.3) 8(14.2) -Northbound Approach A(2.7) A(7.4) A(8.4) A(2.8) A(8.0) A(9.0) A(2.9) A(8.8) B(10.1) Sothbound Approach A(7.7) B(12.9) A(9.9) A(8.1) B(13.7) B(10.3) A(8.4) B(14.9) B(11.1) Eastbound Approach E(67.7) D(45.9) E(68.1) E(67.7) D(46.3) E(68.4) E(67.5) D(46.6) E(68.9) Westbound Approach E(63.7) D(36.8) E(56.6) E(63.5) D(36.1) E(56.1) E(63.3) D(35.6) E(55.4) Unsignalized Intersections US I&Camelot Drive Northbound Left-Turn B(14.3) B(12.7) B(10.6) B(14.9) 3(13.1) B(10.8) C(15.2) B(13.8) B(11.2) Southbound Left-Turn A(9.0) B(11.0) B(14.2) A(9.1) B(11.2) B(14.7) A(9.1) B(11.5) C(15.1) Eastbound Approach A(13.3) B(14.1) B(13.9) B(13.6) B(14.9) B(14.8) B(13.4) B(14.6) B(13.9) Westbound Approach A(0.0) A(9.5) A(0.0) A(0.0) A(9.6) A(0.0) A(0.0) A(9.7) A(0.0) US 1&Project Driveway(NB) Eastbound Approach A(9.6) B(10.6) B(12,0) A(9.6) B(10.7) B(12,2) B(10.1) C(17.0) D(27.7) Westbound Approach A(0.0) A(0.0) A(0.0) A(0.0) A(0.0) A(0.0) B(10.6) C(15.1) C(21.0) US 1&Project Driveway(SB) -Westbound Approach B(11.7) B(I1.4) A(9.9) B(11.9) B(11.6) B(10.0) B(13.4) C(20.1) B(13.6) US I&Julep Road(NB) Eastbound Approach B(10.7) B(11.2) C(17.3) B(10.8) B(11A) C 08.0 B(11,1) B(12.9) C(20.6) Westbound Approach B(10.5) B(11.3) C(15.1) B(10.6) B(11.5) C(15.8) B(10.7) 8(11,5) C(16.7) US I&Julep Road(SB) -Westbound Left-Turn B(11.7) 1 B(10.4) 8(10.2) B(11.9) B(10.6) 1 B(10.3) 1 B(12.1) 1 B(10.9) B(10.7) Source,Highway Capacity Manual and SYNCHRO. Legend: D(37.7)=LOS(Average Delay-Seconds!Vehicle) 30 Mixed-Use Development-Tavernier Traffic Impact Study 237 Signalized Intersections + Overseas Highway / US I & Burton Drive. With the separation between the northbound and southbound lanes of Overseas Highway / US 1, this recently signalized intersection operates with two (2) signals and one (1) controller. For the northbound side of this intersection, the current Level of Service (LOS) is "B" in the AM, mid-day, and PM peak hours. In 2024 without the project traffic, the LOS remains "B" in the AM, mid-day, and PM peak hours. In 2024 with the project traffic associated with the proposed Mixed-Use Development, the LOS is "C" in the AM and PM peak hours and LOS "B" in the mid-day peak hour. For the southbound side of this intersection,the existing LOS is `B" in the AM peak hour and LOS "A" in the mid-day and PM peak hours. In 2024 without the project traffic, the LOS remains `B" in the AM peak hour and LOS "A" in the mid-day and PM peak hours. In 2024 with the project traffic associated with the proposed Mixed-Use Development, the LOS is "B" in the AM,mid-day, and PM peak hours. * Overseas Highway 1 US I & Ocean Boulevard. The west leg of this signalized intersection provides access to the Tavernier Towne shopping center and the east leg of this intersection provides access to a residential community. Currently, this signalized intersection operates at an acceptable LOS (i.e. "A/B") during the AM, mid-day and PM peak hours. This condition will not change in the 2024 buildout year with and without the project traffic associated with the proposed Mixed-Use Development. 31 Mixed-Use Development—Tavernier Traffic Impact Study 238 Unsil!nalized Intersections • Overseas Highway/US 1 & Camelot Drive. The eastbound and westbound approaches to this unsignalized intersection are stop-controlled. The east leg of this intersection serves the Keys Jewish Community Center, and the west leg serves a residential community. Both of these sidestreet approaches are currently operating at an acceptable LOS (i.e. "A/B") in the AM, mid-day and PM peak hours. Additionally, the northbound and southbound left-turn movements are operating at LOS "A/B" in the AM, mid-day and PM peak hours. Generally, these conditions are forecast to continue in the buildout year of 2024 both with and without the project traffic. With project traffic, the northbound left turn movement is expected to operate at LOS "C" in the AM peak hour and the southbound left-turn movement is expected to operate at LOS "C" in the PM peak hour. • Overseas Highway/US 1 & Proiect Driveway. With a median width of approximately 140 feet separating the northbound and southbound lanes of Overseas Highway / US 1, this location operates with two (2) independent stop-controlled intersections. On the northbound side of this intersection, the operational analyses indicate that the eastbound and westbound stop-controlled approaches will operate at LOS `B" in the AM peak hour and LOS "C" in the mid-day peals hour in 2024 with the project traffic associated with the proposed Mixed-Use Development. In the PM peak hour, the eastbound approach will operate at LOS "D" and the westbound approach will operate at LOS "C". On the southbound side of this intersection, the operational analyses indicate that the stop- controlled westbound left-turn movement will operate at LOS "B" in the AM peak hour, LOS "C" in the mid-day peak hour and LOS `B" during the PM peak hour in 2024 with the project traffic. It should be noted that, while the operational analyses and results reported by Synchro for this location and for these projected traffic volumes appear to be reasonable, there are certain physical conditions, namely the I40 foot median width, that cannot be properly accounted for due to certain software limitations. 32 Mixed-Use Development—Tavernier Traffic Impact Study 239 As a result, it is possible that the intersection delays and vehicle queues may, in fact, be larger than those reported in this analysis. Therefore, based upon the traffic volumes projected to be generated by this development (see Table 2), it is possible that a traffic signal may be warranted at this location in order to properly process and manage the anticipated turning movement volumes. Having said that, as noted in the trip generation section of this report, it is highly likely that the number of trips forecast to be generated by this development (in accordance with the ITE procedures and rates) is significantly higher than what is likely to materialize once this site is developed. Regardless of the number of trips that are actually generated by this development, an evaluation of this intersection will be conducted once the site is fully developed, occupied and operational. If the traffic volumes are, in fact, much lower than those predicted by the trip generation analyses, operational changes to this intersection may not be required. On the other hand, if the traffic volumes approach (or exceed) those predicted by the trip generation analysis, a signal warrant study prepared in accordance with the criteria outlined in the Manual on Uniform Traffic Control Devices (MUTCD) will be considered. The signal warrant study prepared for this location will be submitted to the FDOT for their review and consideration. Ultimately, the final determination as to whether or not a traffic signal is needed at this intersection will rest with the FDOT. • Overseas Hieliway 1 US I & Julep Road. With a median width of approximately 120 feet separating the northbound and southbound lanes of Overseas Highway / US 1, this location operates with two (2) independent stop-controlled intersections. On the northbound side of this intersection, the eastbound and westbound stop-controlled approaches are expected to continue operating at an acceptable LOS (i.e. `B/C") during each of the peak hour time periods in the 2024 buildout year with and without the project traffic. On the southbound side, the stop-controlled westbound left-turn movement is currently operating at LOS `B" during the peak hours. in the buildout year (with the project traffic), the westbound approach is projected to continue operating at LOS `B" in the peak hours. 33 Mixed-Use Development—Tavernier Traffic Impact Study 240 Turn Lane Storage Analysis (9511, Percentile Queues) The storage capacities of the exclusive turn lanes and the projected 95th percentile queues at the study intersections have been evaluated and are documented in Table 5 below. Table 5 Mixed-Use Development Turn Lane Storage Analysis Tavernier,Florida Future(2024)Conditions Future(2024)Conditions Existing(2022)Conditions Without Project Traffic With Project Traffic AM Mid-Day PM AM I Mid-Day PM AM Mid-Day PM Intersection Movement Peak Peak Peak Peak Peak Peak Peak Peak Peak SignaBaed Intersections Cape 95th Percentile Queues US 1&Burton Drive(NB) -Eastbound Thru/Left 115' 62' 80' 107' 63' 83' 111, 64' 83' 1121 US i&Burton Drive(SB) Southbound Lefl-Turn 175' 23' 26' 34' 24' 27' 36 25' 31' 41' Westbound Lefl-Tum 115, 173' 104' 130' 178' 107' 133' 191, 146' 175' US l&Ocean Boulevard Northbound Left-Turn 275' 15' 22' l8' 16 23' IV 16' 23' 18' Soulhbound Lefl-Turn 150' 7' 8' 7' 7' S. 7' 8' ill 9' Southbound Right-Turn 15V 23' 43' 36' 1 24' 1 45' 1 35P 1 26' 49' 1 43' UnsignaBaed Intersections 95th Percentile Queues US 1&Camelot Drive Northbound Left-Turn 265, 25' 25' 25' 25' 25' 25' 25' 25' 25' Southbound Left-Turn 235' 0' 0' 0' 0' 0' 0' 0' 0' 0' US 1&Project Driveway(NB) -Eastbound Thru I Left 115, 0' 25' 25' 0' 25' 25' 25' 38' 60' US 1&Project Driveway(SB) -Westbound Left-Turn 115, 0' 1 25' 0' 0' 125' 0' 25' 1 55' 30' US 1&Julep Road(NB) -Eastbound Thru/Left 85' 25' 25' 25' 25' 25' 25' 25' 25' 25' US I&Julep Road(SB) -Westbound Left-Turn 85' 0' 25' 1 25' 0' 25' 1 25' 0' 25' 25' Source:Highway Capacity Manual and SYNCHR0. *Cap.=Amount of full width storage capacity of the turn lane in feet. As documented in Table 5 above, the turn lane storage capacities at the study intersections are adequate to satisfy the projected 951h percentile queues in the buildout year of 2024 both with and without the project traffic. The apparent exception to this is the westbound left-turn lane at the intersection of Burton Drive and the southbound lanes of Overseas Highway 1 US 1. 34 Mixed-Use Development—Tavernier Traffic Impact Study 241 In reality, the storage capacity of this turn lane is managed by the traffic signal for the northbound lanes of Overseas Highway/US 1. In other words, the westbound through traffic on Burton Drive that clears the northbound lanes of Overseas Highway 1 US I receives adequate green time to clear the signalized intersection with the southbound lanes of Overseas Highway / US 1. As volumes change over time, this green time extension can be modified in order to adequately process the actual demand and ensure that vehicles are not "trapped" between these two intersections potentially impacting the flow of northbound traffic on Overseas Highway / US 1. 35 Mixed-Use Development—Tavernier Traffic Impact Study 242 Link Analysis The link analysis compares the maximum number of reserve trips on Overseas Highway / US 1 through Tavernier with the project's anticipated traffic impacts. As noted in the trip generation section of this report,the project is estimated to result in 4,199 net new daily vehicle trips. When considering the net impact of this project on the daily capacity of Overseas Highway/US 1, the following additional criteria should be evaluated: • -While the existing Cemex site was not operating on the day of the intersection turning movement counts, this site was typically operating three (3) days per week in 2021 when the traffic data was collected for the County's latest Level of Service and Reserve Capacity Table. As documented in the Inventory and Trip Generation sections of this report, it is estimated that this site generated an average of 102 daily vehicle trips in 2021. • One of the benefits of a mixed-use development is the internalization of vehicle trips between land uses. In this case, it is expected that some home-based shopping trips and some home-based work trips will be internalized between the residential land use and the supermarket / liquor store. And it is expected that a large percentage of the project trips to be generated by the liquor store would also visit the supermarket and vice versa. Based upon a preliminary internalization analysis conducted in accordance with ITE procedures (see Appendix K), it appears reasonable that approximately 5% of the gross trips(i.e. before pass-by deductions) could be expected to be internalized on a daily basis. To be conservative, an internalization factor of 3% has been applied to the net additional trips (4,199 trips). This yields approximately 126 internalized trips. • When considering the existing Cemex site and its 2021 vehicle trips (i.e. 102 daily trips) and the internalization of trips between land uses (i.e. 126 daily trips), this results in a net increase of 3,971 daily trips (i.e. 4,199 daily trips— 102 daily trips— 126 daily trips). Based upon a 55% / 45% trip distribution, the project will add a maximum of 2,184 daily trips (55% of the additional 3,971 net new daily trips)to Segment Number 22 (Tavernier).' 5 As noted in the Trip Distribution&Assignment section of this report,the projected trip distribution for this project has been developed based upon U.S. Census Tract population data (between Key Largo and Islamorada), the existing transportation network,and traffic patterns exhibited in the intersection turning movement counts. 36 Mixed-Use Development—Tavernier Traffic Impact Study 243 According to Monroe County's traffic concurrency database documenting the actual (as of September 19, 2024) remaining roadway capacity by segment along Overseas Highway 1 US 1, Segment Number 22 has a remaining reserve capacity of 12,500 trips. This database includes existing traffic volumes as well as the traffic volumes associated with committed development (i.e. permitted but unbuilt) throughout the Florida Keys. Monroe County's 2021 Level of Service and Reserve Capacity Table and the referenced current traffic volumes database (i.e. "tracking table") are both presented in Appendix L. Based upon a review of this data and the anticipated traffic to be generated by the proposed project, Overseas Highway/US 1 through Tavernier has available capacity to accommodate the maximum traffic impacts projected to be generated by the proposed Mixed-Use Development. Overseas Highway 1 US 1 Impacts by Mile Marker Each of the proposed land uses within the Mixed-Use Development site are intended to primarily serve the immediate Tavernier 1 Key Largo area. Concerning the proposed supermarket, the anticipated service area has been developed based upon the following characteristics: • Nearby Supermarkets o Publix Islamorada 83268 Overseas Highway (Mile Marker 83.3) o Winn-Dixie Tavernier 92100 Overseas Highway (Mile Marker 91.4) o Publix Key Largo 101437 Overseas Highway (Mile Marker 101.4) o Winn-Dixie Key Largo 105300 Overseas Highway(Mile Marker 105.3) The proposed supermarket will be located at mile marker 92.5. The nearest supermarket to the south of this site is Winn-Dixie which is located at mile marker 91.4. The nearest Publix supermarket to the south is located at mile marker 83.3. Approximately nine (9) miles will separate the proposed supermarket and the existing Publix supermarket to the south. As a result, it is reasonable to assume that the typical maximum trip length to the south will be 4.5 miles, or no further than mile marker 88. 37 Mixed-Use Development—Tavemier Traffic Impact Study 244 The nearest supermarket to the north is the Publix at mile marker 101.4 and the nearest Winn-Dixie supermarket is located at mile marker 105.3. The separation between the existing PubIix supermarket to the north and the proposed supermarket is 8.9 miles. As a result, it is reasonable to assume that the typical maximum trip length to the north will be approximately 4.5 miles, or no further than mile marker 97.0. Similarly, the residential land use for this development is being proposed in order to satisfy the need for affordable housing in the immediate Tavernier 1 Key Largo area. As such, the trip lengths are anticipated to be similar to that of the projected supermarket trip lengths. Regarding the dissipation of project traffic within the study area, the latest Census Tract data was reviewed and analyzed for the purpose of identifying the project traffic assignment to the roadway segments to the north and south of the site. (In other words, a linear dissipation of traffic was not assumed. Instead, the dissipation of traffic has been based upon population distribution) Based upon these trip length and dissipation assumptions, the Overseas Highway 1 US 1 segments identified in Monroe County's Traffic Report Guidelines, and the traffic distribution discussed previously, an estimate of the number of primary trips by segment on Overseas Highway 1 US 1 has been performed. Table 6 on the following page summarizes the number of primary project trips by segment on Overseas Highway 1 US 1 (Arterial Trip Assignment) and reflects the latest traffic volumes (i.e. existing and committed development traffic)as provided by Monroe County. 38 Mixed-Use Development—Tavernier Traffic Impact Study 245 Table 6 Mixed-Use Development Arterial Trip Assignment Summary(Overseas Highway/US 1) Tavernier,Florida Project: Mixed-Use Development us I Mile Marker: 92.5 Location: Tavernier ITE Land Use Category: 220,850&899 Type of Development: Supermarket Daily'Frip Liquor Store Generation Muldfalrilily flooSirIg Rate/Formula; See Page I I Project Size: 47,240 SF Supermarket 2,100 SF 1,icl rior Store 96 Dwelling I Jnils Maximum Trip Length: 4.5 Miles Y)uth 0 4.5 Miles North Primary Pei-cent us I Percent % Impact Project Daily Primary Segment Directional Based On Generated Remaining jLrji)s Trips_ Number Split Capacity 20 55% 0% 0 21 55% 75% 1,638 1 i621 100% 1 22 55%J 45% 10 0'YO 2154 12,500 23 45% 0 ��( 3 E52I)J Source: Monroe Couqy Pla"Witg and k,nvironniepwal ReNoureas DeparimenI. Compiled ky: KBP Consulthig, h7c. (Deceinber 2024). Viese values r(,j7eel cwtvth�q vohnneN plus tralfic volumes associateel wish committed development(i.e.pertnWed but 1101built). P leave see Appendix Lfin the lafesi tracking table. As indicated in Table 6 above, Segment 22 (Tavernier) has more than adequate capacity to accommodate the project traffic associated with the proposed Mixed-Use Development. The project traffic on Segment 21 (Plantation) is projected to be 1,638 daily trips. The remaining capacity of this segment is reported to be 1,622 daily trips resulting in a shortfall of 16 daily trips that may need to be mitigated contingent upon the status of this segment at the time of permitting. 3,9 Mixed-Use Development—Tavernier Traffic Irapact Study 246 Detailed Trip Generation /Distribution Analysis In addition to the likelihood that the number of vehicle trips to be generated by the proposed supermarket is being overestimated by the trip generation analysis (please see pages 12 and 13 of this report), it should be recognized that the trip patterns associated with the existing supermarkets to the north and to the south will be altered (in a positive manner) by the presence of this proposed store. For instance, customers in the Tavernier area that are currently traveling south to the Publix store in Islamorada will have the option to travel a much shorter distance to the proposed store at mile marker 92.5. This will not only reduce the vehicle miles traveled on the roadway network in this area but will also reduce the traffic volumes and impacts specifically to Segment 21. The result of this condition will be an increase in the available roadway capacity on this segment(as well as other nearby segments). Placer.ai is an independent third-party information collection company which tracks consumers across the globe via their cellular telephone. It is a highly accurate tool to illustrate how consumers shop, dine, and work in a specific market while protecting the privacy of the individual. Placer.ai utilizes wireless internet, GPS, and cellular beacons to interpolate location data and then match this data to a highly accurate list of locations across the globe. Placer.ai is the leader in Artificial Intelligence (AI) industry for commercial real estate, retail, hospitality, and economic development companies as its core business goal is to better show how customers shop across the globe. It is also an essential tool for national retailers to determine market viability, consumer trends and patterns, and is an important part of the market research portion to select new store Iocations. The user of Placer.ai can define specific parameters which then produce a demographic report of consumers in the selected trade area. The limitations of the data are that their customer panel must be large enough to accurately reflect the customer base, meaning that the area defined must have more than 50 unique mobile devices in a one-half(0.5) mile area. To ensure the privacy of each unique mobile user, their specific locations are not identified but rather they are grouped together in each area. 40 Mixed-Use Development--Tavernier Traffic Impact Study 247 For the purposes of this analysis, Placer.ai data collected in 2021 and 2022 for the Publix store in Islamorada has been assembled and reviewed. Current customers of the Islamorada store that live within the limits of Segment 22 (Tavernier) of Overseas Highway(mile marker 91.5 to 99.5) are expected to transfer nearly all of their supermarket shopping trips to the new Publix store in Tavernier. This will yield many benefits to the surrounding transportation network including reduced travel times, reduced vehicle miles traveled (VMT), and reduced vehicle emissions. And, specifically as it relates to this project, the number of vehicles on Segment 21 (Plantation) will be reduced. In order to estimate the amount of this reduction in traffic,the Placer.ai data has been assembled and is presented in Table 7 below and the supporting data is presented in Appendix M. Table 7 Mixed-Use Development Islamorada Publix Customers That Live in Tavernier Tavernier,Florida Number of Customers by Month Year Month 2021 2022 January 950 1,405 February 508 941 March 1,108 1,470 April 965 1,412 May 1,265 1,517 June 1,040 1,315 July 897 1,344 August 1,345 1,295 September 1,092 1,473 October 1,260 1,724 November 1,276 1,759 December 1,385 1,287 Average I,091 1,412 Two-Year Average 1,251 Source: Placer.ai data of Publix Islamorada Supermarket. Compiled by. KBP Consulting,Inc.(December 2024). As indicated in Table 7 above, the average number of monthly Publix Islamorada customers over the past two(2)years that live in Tavernier(Segment 22) is 1,251. Based upon industry data,the average supermarket customer visits their preferred supermarket two (2) times per week. With 1,251 customers visiting the Publix Islamorada store two (2) times per week (which generates 2 vehicle trips per visit), this results in 5,004 weekly vehicle trips (i.e. inbound and outbound trips) or, on average, 715 vehicle trips per day between Tavernier and Islamorada. 41 Mixed-Use Development—Tavernier Traffic Impact Study 248 Based upon the foregoing analysis of customer data and trip characteristics, it is evident that the proposed Publix supermarket to be located at mile marker 92.5 in Tavernier will result in fewer vehicle trips on Segments 19 through 21. The reduction in daily trips on these segments is estimated to be a minimum of 715. As noted in the previous section of this report, the proposed Mixed-Use Development is estimated to impact Segment 21 with 1,638 trips. Presently, this segment has a remaining capacity of 1,622 which results in a theoretical shortfall of 16 trips. Based upon the foregoing analysis, the number of trips (715) removed from this segment (as well as Segments 19 and 20) as a result of the new supermarket in Tavernier more than addresses the anticipated impact. In fact, this action results in a surplus of 699 trips on Segment 21 (i.e. remaining capacity = 1,622 trips minus 1,638 project trips plus 715 reduced trips = 699 available trips). The results of this revised / modified roadway segment impact analysis are presented in Table 8 on the following page. 42 Mixed-Use Development—Tavernier Traffic Impact Study 249 Table S Mixed-Use Development Arterial Trip Assignment Summary(Overseas Highway/US 1)-Revised Tavernier,Florida Project: Mixed-Use Development us 1 Mile Marker: 92.5 Location: Tavernier ITE Land Use Category: 220,850&899 Type of Development: Supermarket Daily Trip Liquor Store Generation Multifamily Housing Rate/Formula: See Page 11 Project Size: 47,240 SF Supermarket 2,100 SF Liquor Store 86 Dwelling Units Maximum Trip Length: 4.5 Miles South/4.5 Miles North Primary Percent US 1 Percent %Impact Project Existing Daily Primary Segment Directional Based On Generated Trips To Be Remaining Trips Trips Number Split Trip Length Daily Trips Removed 2 Capacity1 20 55% 0% 0 0 483) 21 55% 75% 1,638 -715 2,337 3,971 1 100% 1 22 1 55%/45% 100% 2,184 0 12,500 23 45% 0% 0 0 1 10,352 Source: Monroe County Planning and Environmental Resources Department. Compiled by: KBP Consulting,Inc. (December 2024). n Remaining roadway capacities by segment as documented by Monroe Comity in the latest tracking table(9119124). These values reflect existing volumes plus traffic volumes associated with connndited development(.e.permitted but unbuilt). Please see Appendix L for the latest tracking table. z The value presented on segment 21 represents those supermarket trips that are currently impacting this segutent and will be removed(i.e.re-routed)due to the presence of a sttpernrarket on Segmew 22. 3 The remaining capacity for roadway Segment 11 represents the existing remaining capacity reported by Monroe County (1,622 trips)plus the trips that will be re-routed(715 trips)as a result of this supermarket being located on Segment 22. This Placer.ai information is being provided in this report for informational purposes only for County staff and decision makers. Since it further illustrates the point that the actual increase in traffic associated with this development is likely to be significantly less than what is estimated by the traditional traffic impact analyses. The traditional traffic impact analysis does not fully consider and give credit far the portion of the Tavernier population that is currently shopping at either the Publix located approximately 8.5 miles to the north, or the Publix located approximately 8.5 miles to the south of this proposed location. As such, this "data showing a surplus of trips on segment 21"remains but is not included as a means of mitigation. 43 Mixed-Use Development—Tavernier Traffic Impact Study 250 PARKING REQUIREMENTS This section of the report addresses the parking requirements and parking supply for both the supermarket and the multifamily components of the Mixed-Use Development. Supermarket As noted previously, the supermarket and liquor store will consist of 49,340 square feet of floor area. According to the Monroe County Land Development Code (Sec. 114-67. — Required Off- Street Parking), these land uses require 3.0 parking spaces per 1,000 square feet of floor area. This requirement yields a required parking supply of 148 parking spaces. As indicated in Appendix C, the proposed site plan includes 259 parking spaces (9 of which will be accessible parking spaces) for the supermarket. Therefore, the County's parking requirement for this land use is satisfied. Multifamily Housing The proposed multifamily component of the Mixed-Use Development will consist of 86 dwelling units. According to the site plan presented in Appendix C, the unit-type (i.e. number of bedrooms) and number of units are as follows: • One-Bedroom: 12 Dwelling Units • Two-Bedroom: 42 Dwelling Units • Three-Bedroom: 32 Dwelling Units According to the Monroe County Land Development Code (Sec. 114-67. — Required Off-Street Parking), this land use requires 2.0 parking spaces per each one-bedroom dwelling unit, 2.0 parking spaces per each two-bedroom dwelling unit, and 3.0 parking spaces per each three-bedroom (or more) dwelling unit. This requirement yields a required parking supply of 204 parking spaces. As indicated in Appendix C, the proposed site plan includes 208 parking spaces (8 of which will be accessible parking spaces) for the multifamily housing component. Therefore, the County's parking requirement for this land use is satisfied. 44 Mixed-Use Development—Tavernier Traffic Impact Study 251 SITE ACCESS & CIRCULATION As mentioned previously, vehicular access to the Mixed-Use Development site will be provided by one (1) driveway on Overseas Highway 1 US 1. This driveway will include one (1) ingress lane and two (2) egress lanes. The egress lanes will consist of one (1) westbound through lane and one (1) westbound right-turn lane. In addition, an exclusive northbound right-turn lane on Overseas Highway/US 1 will be provided at the entrance to the site. The supermarket component will be located on the western portion of the site (nearest to Overseas Highway / US 1) while the multifamily component will be located on the eastern portion of the site. The parking field for the supermarket will be primarily located to the south of the main internal drive aisle. Access to the multifamily component of the site will be provided at the eastern end of this main internal drive aisle. 45 Mixed-Use Development—Tavernier Traffic Impact Study 252 SUMMARY & CONCLUSIONS A project known as "Mixed-Use Development" (a Publix Supermarket, liquor store and multifamily housing) is proposed to be located generally on the east (ocean) side of Overseas Highway / US 1 between Orange Blossom Road and Garden Street in Tavernier, Monroe County, Florida. More specifically, the subject site is located at 92501 Overseas Highway, near mile marker 92.5. The trip generation analysis conducted in accordance with ITE procedures and rates indicates that this development is anticipated to generate 4,199 net new daily vehicle trips, 138 net new AM peak hour vehicle trips (70 inbound and 68 outbound), 420 net new mid-day peak hour vehicle trips (219 inbound and 201 outbound) and 419 net new PM peak hour vehicle trips (216 inbound and 203 outbound). As a result of these trip generation characteristics, a Level 3 traffic impact study is required per the applicable Monroe County traffic report and analysis guidelines. Based upon the results of the traffic impact analyses performed for the proposed Mixed-Use Development, the transportation network within the project study area has adequate capacity to accommodate the additional project traffic (with the possible exception of Segment 21 of Overseas Highway / US 1). Specifically, Overseas Highway / US 1 in Tavernier (Segment 22) has adequate remaining roadway capacity and each of the study area intersections is projected to operate at an acceptable Level of Service (LOS)with the project in place. Concerning Segment 21 of Overseas Highway / US 1, the remaining capacity is reported to be 1,622 daily trips. The project impacts on this segment indicate a theoretical shortfall of 16 daily trips that may need to be mitigated contingent upon the status of this segment at the time of permitting. However, as noted in this report, the presence of a supermarket at mile marker 92.5 will, in all likelihood, result in a trip reduction on Segment 21 thereby addressing the potential shortfall in roadway capacity. The status of this roadway segment along with potential mitigation measures and the aforementioned trip reduction strategy will be evaluated further at the time of permitting for this site. 46 Mixed-Use Development—Tavernier Traffic Impact Study 253 Regarding the project driveway connection to Overseas Highway 1 US 1, it is possible that a traffic signal may be warranted at this location in order to properly process and manage the anticipated turning movement volumes that have been estimated in accordance with ITE trip generation procedures and rates. However, based upon the characteristics of the study area, it is highly likely that the number of trips to be generated by this development is significantly overestimated. As such, a traffic signal at this location may not be warranted. Regardless of the number of trips that are actually generated by this development, an evaluation of this intersection will be conducted once the site is fully developed, occupied and operational. 47 Mixed-Use Development—Tavernier Traffic Impact Study 254 Appendix A Mixed-Use Development — Tavernier, FL Traffic Impact Study Methodology 255 KBP CONSULTING, ING. MEMORANDUM To: Janene Sclafani Monroe County Planning and Environmental Resources From.- Karl B. Peterson, P.E. Barton W. Smith, Esq. Date: August 27, 2022 Subject: Mixed-Use Development—Tavernier Traffic Analysis Methodology A supermarket and multifamily housing development are proposed to be constructed on the east side of Overseas Highway / US I between Orange Blossom Road and Garden Street in Tavernier, Monroe County, Florida. The subject site is located near mile marker 92.5 and the Monroe County Parcel ID number is 00089490-00,0000. A project location map is presented in Attachment A. The following is a preliminary traffic analysis methodology to assess the potential traffic impacts associated with the proposed mixed-use development program. Development Existing: 0 Concrete manufacturing site (+/- 13.43 acres) Proposed: ® Supermarket with Pharmacy and Liquor Store (+/- 64,080 square feet) • Multifamily Housing (Low-Rise) (86 dwelling units) A preliminary site plan is presented as Attachment B to this memorandum. Trip Generation The trip generation analysis for the multifamily housing element of the development program will be based upon the trip generation rates and equations presented in the Institute: of Transportation Engineers (ITE) Trip Generation Manual (11" Edition). A summary of this data is presented below and excerpts from the referenced ITE manual are presented in Attachment C. Multi-Family Housing(Low-Rise)—ITE Land Use#220 Weekday: T=6,74(X) Saturday: T=4.55 (X) Sunday: T= 3.86(X) Wt. Avg: T=6.02 (X)where T=trips and X=number of dwelling units AM Peak: T=0.40(X) Mid Peak: T=0.57 (X) PM Peak: T=0.51 (X) 8,400 �IRxll� IJNIie�'sily Dfiivii., SLOe 31,Y9,Taniaiiac, RorO�I) 33�:$2_1 TO', (95,4) 560-71013 Fax: (954) 582-0�)89 256 KBP CONSULTING, INC. The trip generation analysis for the proposed supermarket will also be based upon trip generation rates and equations presented in the Institute of Transportation Engineers (ITE) Trip Generation Manual (11" Edition), A summary of this data is presented below and excerpts from the referenced ITE manual are:presented in Attachment D, Supermarket—ITE Land Use#850 Weekday: T=93.84(,X) Saturday: T= 112.76(X) Sunday: T= 102.42 (X) Wt.Avg: T,=97.77 (X) where T=trips and X = 1,000 SF of gross floor area AM Peak: T=186(X) Mid Peak: T=9.19 (X) PM Peak: T= 8.95 (X) Pass-By: 24% Traffic Study Based upon the information presented above, a Level 3 Monroe County traffic analysis will be required. Intersections to be Evaluated Morning peak period (7:00 AM to 9:00 AM), mid-day peak period (11:30 AM to 1:30 PM), and afternoon peak period (4:00 PM to 6:00 PM) intersection turning movernent counts will be collected at the following locations for the purposes of conducting operational analyses: • Overseas Highway/ US I & Camelot Drive (Unsignalized') • Overseas Highway / US I & Burton Drive (signalized) • Overseas Highway/ US I & Project Driveway Location (unsignalized) • Overseas Highway/ US 1 & Julep Road (unsignalized) • Overseas Highway/ US I & Ocean Boulevard (signalized) The locations of these intersections are presented graphically in Attachment A. Trip Length A preliminary review of the maximum trip lengths anticipated along Overseas Highway f US I has been performed, A summary of this analysis is presented below: Proposed Store Location: Mile Marker 92.5 Winn-Dixie Tavernier: 92 100 Overseas Highway (Mile Marker 91.3) Publix Islarnorada- 83268 Overseas Highway(Mile Marker 83.5) Publix Key Largo (Tarpon Basin): 101437 Overseas Highway(Mile Marker 101.2) Winn-Dixie Key Largo: 105300 Overseas Highway(Mile Marker 105.5) 2 257 KBP CONSLA.."FING, INC. The nearest supermarket to the south is Winn-Dixie at Mile Marker 91.3. The nearest Publix to the south is located at Mile Marker 83.5. Nine (9) miles will separate the proposed supermarket and the existing Publix store, As a result, it is reasonable to assume that the maximum trip length to the south will be 4.5 miles, or no further than Mile Marker 88. The nearest supermarket to the north is Publix at Mile Marker 101.2. The separation between the existing Publix store and the proposed supermarket is 8.7 miles. As a result, it is reasonable to assume that the maximum trip length to the north will be 4.4 miles, or no further than Mile Marker 96.9. Documentation A traffic impact study will be prepared documenting the background conditions, trip generation characteristics, trip distribution, intersection analyses, and traffic impacts by mile marker in accordance with the latest Monroe County LOS and Reserve Capacity Table, o av6d W01) 01E� tnain Hq,)ort ain(.] the u,Ellrna4lde�, gal th(,-� AI)1�')encfices, Hhe attachrr�ei,-fl,s, 10 �i,-,ive beE111 ua,W (,)v , ...............------------- 3 258 Appendix B Mixed-Use Development -- Tavernier, FL Monroe County Property Appraiser Reports 259 9/29/22, 10:16 AM gPublic,net-Monroe County,FL-Report:00089490-000000 qPublic.nef' Monroe County, FL Disclaimer The Monroe County Property Appraiser's office maintains data on property within the County solely for the purpose of fulfilling its responsibility to secure a just valuation for ad valorem tax purposes of all property within the County.The Monroe County Property Appraiser's office cannot guarantee its accuracy for any other purpose.Likewise,data provided regarding one tax year may not be applicable in prior or subsequent years.By requestin such data,you hereb understand and agree that the,data is intended for ad valorem tax purposes only and should not be relied on for any of.Tier purpose. By continuing into this site you assert that you have read and agree to the above statement. Summary Parcel ID 00089490-000000 �� I Account# 1101389 Property ID 1101389 Mgilage Group 500P Location 92501 OVERSEAS Hwy,TAVERNIER Address Legal 27 62 38 ISLAND OF KEY LARGO PB1-64 LOT 6 G1.2-38 C1R71.111 f7R446-477 Description OR454-324/26OR1602.1435/37OR3169.2374 �I ( I d',fv N o�I+a Rt �ut,•Ul utrM1r i,nl ii',riunr-i P'a) ,,,/� Neighborhood 10020 Property MINERAL PR(4700) & � IriWt& ,i Class Subdivislon Sec/Twp/Rang 27/62/38 , r Affordable No Housing / Owner SINGLETARY CONCRETE PRODUCTS INC C/OCEMEX INC PO Box 2883 West Paim Beach FL 33402 Valuation, 2022 Working Values 2021 Certified Values 2020 Certified Values 2019 Certified Values + Market I mprovement Value $82A79 $86,978 $86,978 $86,978 + Market Misc Value $43,015 $43,394 $43,774 $44,153 + Market.Land Value $1,790,671, $1,790,671 $1,790,671 $632,349 Just Market Value $1,915,865 $1,921,043 $1,921,423 $763,480 - Total Assessed Value $1,016,191 $923,810 $839,828 $763,480 School Exempt Value $0 $0 $0 $0 School Taxable Value $1,915,865 $1,92.1,043 $1,921,423 $763,480 Land Land Use Number of Units UngtType Frontage Depth (4,700) 585,011.00 Square Foot 0 0 ENVIRONMENTALLY SENS(000X) 5,37 Acreage 0 0 Buildings Building ID 40755 Exterior Walls C.B.S. Style STILT 1STORY Year Built 1958 Building Type OFF'BLDG-1STY-D117D EffectiveYearBuilt 1965 Gross SgFt 1134 Foundation Finished Sq Ft 1134 Roof Type Stories 1 Floor Roof Coverage Condition AVERAGE Flooring Type Perimeter 1.54 Heating Type Functional ribs 0 Bedrooms 0 EconomicObs 0 Full Bathrooms 0 Depreciation'% 60 Half Bathrooms 0 interior Walls Grade 150' Number of Fire Pi 0 Code Description Sketch Area Finished Area Perimeter FLA FLOORLIVAREA 1,134 1,134 0 TOTAL 1,134 1,134 0 https://gpublic.schneidereorp.com/Application.aspx?ApplD=605&LayerlD=9946&PageTypel,D=4&PagelD=7635&KeyVaI ue=00089490-000000 260 9/29/22,10:16 AM gPublic.net-Monroe County,FL-Report:00089490-000000 Building ID 40756 Exterlorwalls C.B.S. Style STILT ISTORY Year Built 1972 BuildingType SERV SHOPS ETC/25C EffectiveYearBuilt 1976 Gross SgFt 1024 Foundation FinishedSgFt 960 Roof Type Stories 2Floor Roof Coverage Condition AVERAGE Flooring Type Perimeter 184 Heating Type Functional Obs 0 Bedrooms 0 EconomlcObs 0 Full Bathrooms 0 Depreciation% 60 Half Bathrooms 0 Interior Walls Grade 150 Numberof Fire PI 0 Code Description Sketch Area Finished Area Perimeter FLA FLOOR LIV AREA 960 960 0 SBF UTILFINBLK 64 0 0 TOTAL 1,024 960 0 Yard Items Description Year Built Roll Year Quantity Units Grade UTILITY BLDG 1947 1948 1 198SF 4 CONC PATIO 1959 1960 1 384 SF 2 - -- -.. ... .. CHLINKFENCE 1975 1976 1 2670SF 1 ASPHALTPAVING 1975 1976 1 3000SF 2 CH LINK FENCE 1975 1976 1 33245E 2 - - CONC PATIO 1975 1976 1 504SF 2 CONCPATIO 1984 19$5 1 1800SF 2 CH LINK FENCE 1990 1991 1 4200 SF 1 CONC PATIO 2003 2004 1 25005E 1 Sales Sale Date Sale Price Instrument Instrument Number Deed Book Deed Page Sale qualification Vacant or Improved - --- --- - -- ---.-- _-..__-- - _...---..__—.-.,-_.._ -...-_.-- _.._.- 3/28/2022 $100 Quit Claim Deed 2372580 3169 2374 11 Unqualified Improved ----------------------- 10/18/1999 $200,000 Warranty Deed 1602 1435 U-Unqualified Improved 2/1/1970 $61,000 Conversion Code 454 324 CI-Qualified Improved Permits Number Q Date Issued + DateComplet_ed 0 Amount 4 PermltType : Notes 0 - ----2304200 10/30/2002 10/30/2003 $1 SLAB View Tax Info View Taxes for this Parcel Sketches(click to enlarge) https://gpublic.schneidereorp.com/Application.aspx7ApplD=605&LayerlD=9946&PageTypelD=4&PagelD=7635&KeyValue=00089490-000000 2 261 9/29/22,10:16 AM gPublic.net-Monroe County,FL-Report:00089490-000000 14 6 10 26 FLA (1134) 21 50 https:llgpub]ic.schneidercorp.com/Application.aspx?ApplD=605&Layer]D=9946&PageTypelD=4&PagelD=7635&KeyValue=00089490-000000 i 262 9/29/22, 10:16 AM gPublic.net-Monroe County,FL-Report:00089490-000000 I i i j � 1 ' 1 4 ,.-...._.�..A.. 44 .. _ `~r ,s j seF FLA FLA (64) (704) (256) 16 16 Photos / i 4 „ - /'/✓ Yiar f✓ r G;,.1lr ffpYf(� aJ,J�� {tirri VI if'`li�j r urn ra`, r. li � ,,,irrlOG/d%lflriPN�0/%%I(G!!k!!Nd(111D)lIN4N?)k)Y1�U�f;�'i(Q4VflVYl�&IpW>i'111�11(WhYIIYI;,II!YfifV��iWilAlli. https://gpublic.schneidercorp.corralApplication.aspx?ApplD=605&LayerlD=9946&PageTypel!D=4&PagelD=7635&KeyValue=00089490-000000 4)263 9129122, 10.16 AM gPublic.net-Monroe County,FL-Report:00089490-000000 Map r w E., TRIM Notice . r _ d 1 ;I .. .. i, �e I'rler a y W'ioh(Y https://gpublic.schneidercorp.com/AppBication.aspx?AppID=605&.LayerlD=9946&PageT"ypeID=4&PagelD 7635&KeyValue=00089490-000000 t 264 9129122, 10:17 AM gPublic.net-Monroe County,FL.-Report:00490250-000000 qPubl"Ic.net"' Monroe County, FL Disclaimer The Monroe County Property Appraiser's office maintains data on property within the County solely for the purpose of fulfilling its responsibility to secure a just valuation for ad valorem tax purposes of all property within the County.The Monroe County Property Appraiser's office cannot guarantee its accuracy for any other purpose.Likewise,data provided regarding one tax year may not be applicable in prior or subsequent years. y requesting such data,you ereb understandd and agree that the data is intended for ad valorem tax purposes only and should not be relied on for any otter purpose. By continuing into this site you assert that you have read and agree to the above statement. Summary Parcel!to 00490250-000000 Account# 1605689 Property ID 1605689 Millage Group 500P Location 92501,OVERSEA51-lwy,TAVERNIER Address Legal PLAT OF SURVEY OF ELLIS PROPERTY KEY LARGO P132-99 PT OF S 300 FT TRACT 2 Description G67-464 G70-38 OR158-513 OR482-792 OR506-131 OR3127-0614 ihlwr7!r5k";iwir=(rir,uN.t, Id«rmiwuL,) Neighborhood 10020 Property COMMERCIAL(1000) Class Subdivision ELLIS PROPERTY PLATOF SURVEY' SeUTwp/Rng 27/62/38 Affordable No Housing Owner Al'i�C t�iV 'q'6EIs tlIC;')Plfk tLI41 i` I ICCfiiPAHC: PO Box 2883 West Palm Beach FL 33402 Valuation 2022 working Values 2021,Certified Values 2020 Certified Values 2019 Certified Values -r Market Improvement Value $0 $0 $0 $0 • Market Misc Value $1,809 $1,948 $2,087 $2,226 • Market Land Value $287,482 $287,482 $800 $800 Just Market Value $289,291 $289,430 $2,887 $3,026 - Total Assessed Value $289,291 $233,575 $2,887 $3,026 School Exempt Vaiue $0 $0 $0 $0 m School Taxable Value $289,291 $289,430 $2,887 $3,026 Land Land Use Number of Units Unit Type Frontage Depth COMMERCIAL HIGHWAY(1MOH) 24,955.00 Square Foot 0 0 Yard Items Description Year Built Roll Year quantity Units Grade CH LINK FENCE 2005 2006 1. 1880 SF 1, SaIeS Sale Date Sale Price Instrument Instrument Number Deed Bonk Deed Page Sale qualification Vacant or Improved 9/14/2021 $100 Quit Claim Deed 2340896 3127 0614 11,-Unqualified improved 2/1/1971 $1„700 Conversion Code 485 792 Q-Qualified Vacant Permits Number Date Issued Date Completed 4 Amount : Permit Type ': Notes 1/1/1.900 $0 CHAIN LINK FENCE View Tax Info po IN Por"O https://gpublic.,schneidercorp.corn/Application.aspx?AppID=605&LayerlD=9946&PageType10=4&Pagel;D=7635&KeyVaIue=00490250-000000 '265 9/2,9/22, 10:17 AM gPublic.net-Monroe County, FL-Report:00490250-000000 Photos /4 . i l i Map 41 l y it r;y � TRIM Notice 2022 14A!k v,Onho No data available for the following modulm Buildings,Sketches(click to enlarge), Schneider l' sa Y f'ssvar y8rolkY lrB".Priv,riCy Not i( I )%I:DMt3 41PJA httpsJ/gpublic.schneidercorp.comlApplication.aspx"?ApplD=605&LayerlD=9946&PageTypeID=4&PagelD=7635&KeyValue=00490250-000000 2 266 Appendix C Mixed-Use Development — Tavernier, FL Preliminary Site Plan 267 W k cs k f, i r 19 f ,W era, r ' ` � c 4 q i r v C aoo 268 Appendix D MOT Historic Traffic Data and Growth Rate Analysis 269 FLORXDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2022 HISTORICAL AADT REPORT COUNTY: 90 - MONROE SITE: 0062 - SR 5/US-1, 200' N HURTON DRSTAVENIERI YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR ❑ FACTOR T FACTOR ---- ---------- ------------ ------------ --------- -------- 2022 16000 C N 16000 0 9.00 99.90 11.70 2021 15000 C N 15000 0 9.00 99.90 10.20 2020 13000 C N 13000 0 9.00 99.90 10.20 2019 15000 C N 15000 0 9.00 99.90 10.20 2018 15000 C N 15000 0 9.00 99.90 9.40 2017 15500 C N 15500 0 9.00 99.90 9.10 2016 15000 C N 15000 0 9.00 99.9D 7,60 2015 14500 C N 14500 0 9.00 99.90 7.20 2014 11500 C N 11500 9.00 99.90 9.20 2013 13000 C N 13000 0 9.00 99.90 9.30 2012 12500 C N 12500 0 9.00 99.90 8.60 2011 12500 C N 12500 0 9.00 99.90 8.70 2010 1250D C N 12500 0 10.26 99.99 9.10 2009 1300D C N 13000 0 10.23 99.99 8.30 2006 11000 C N 11000 0 10.45 99.99 10.90 2007 12500 C N 12500 0 10.00 99.99 11.30 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T a THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES 270 Traffic Trends -V2.0 Location tNSR 511A_0 --200'N BURT[1N DR(TAVI�NN Rj Hl _rounw MaNROE 062 � # a naattionion raa�z�: Noar'Y ''J ra is(A "lAAD7) 18000 oust* rona• i Observed Count 2012 12500 12100 16000 2013 13000 13000 Fitted Curve 2014 11500 13500 14000 2015 14500 13900 2016 15000 14200 2017 15500 14400 6 12000 I 1 2018 15000 14600 � 2019 15000 14800 10000 2020 13000 15000 2021 15000 15100 F_ 8000 2022 16000 15200 0 6000 4000 � D a 2000 2012 2017 2022 2027 2032 2037 i w, Year 2022 N/A 15200 M 2023 N/A 15400 a NLOJEEM 2024 N/A 15500 Trend R-squared: 46.45% Compounded Annual Historic Growth Rate: 2.31% Compounded Growth,Rate(2022 to Design Year): 0.98% Printed: 25-Aug-23 "Axle-Adjusted 271 Traffic'Trends -tV2.0 . R 5/US-1 --200"N BURTON 17R(TAVE.NIER9 County: MONROE P ... .... . sStationn#; 0062 Ica�®n Highway: ,,..-W. SR S/US.1 Year Count*( ,gi) 1 . t ren" -- _ 2012 ..5.0 �- 1 �t76s�rv�dC©uinC -�250 12100 16000 —Fitted Curse 2013 13000 13000 2014 11500 13500 14000 2015 14500 13500 2016 15000 14200 f 2017 15500 14400 12000 / 2018 15000 14600 2010 15000 14800 10000 i 2020 13000 15000 2021 15000 15100 W 8000 2022 16000 15200 6000 1 4000 j I 2000 I 2012 2017 2022 2027 2032 2037 1 ._, Year 2022 N/A 15200 2023 N/A 15400 2024 N/A 15500 Trend R•squared: 41.45% Compounded Annual Historic Growth Rate: 2.31% Compounded Growth Rate(2022 to Design Year): 0.9% Printed: 25-Aug-23 *Axle-Adjusted 272 Traffic Trends -V2,0 SR 5/US_1 _.2OO'N BURTON DR(T VENTER) County. MONROE PIM14# tF Station#: 0062 f.aeafion °t Highway: SR 51US-1 ,,,, ,, 25000 Traffic(ADTAADT) Year ant" Tree ®,Observed Count 2012 12500 12800 2013 13000 13100 —Fitted Curve 2014 11500 13300 20000 2015 14500 13600 f� ,wrr+ 2016 15000 13900 2017 15500 14200 2018 15000 14500 15000 2019 15000 14700 2020 13000 15000 2021 15000 15300 2022 16000 15600 10000 5000 i 2012 2017 2022 2027 2032 2037 0 Year 2022 N/A 15600 2023 NtA 15900 y , `*Annual Trend Increase, 282 2024 NIA 16200 Trend R-squared: 42.33°fo Trend Annual Historic Growth Rate: 2.19% Trend Growth Rate(2022 to Design fear): 1,92% Printed: 25-Aug-23 r . ® *A%IeWAdjUSted 273 FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2022 HISTORICAL AADT REPORT COUNTY: 90 - MONROE SITE: 0102 - SR 5/US-1, 100' S TAVERNIER CREEK SRIDO YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR ---- ---------- ------------ ------------ --------- -------- ------`- 2022 30500 C N 15000 S 15500 9.00 54.20 11.70 2021 30000 C N 15000 S 15000 9.00 53.10 8.90 2020 27500 C N 13000 S 14500 9.00 54.10 8.90 2019 31500 C N 15500 S 16000 9.00 54.70 8.90 2018 300DO C N 15000 S 15000 9.00 55.10 9,40 2017 265DO C N 13000 S 13500 9.00 53.90 9.10 2016 25000 C N 12500 S 12500 9.00 54.90 7.60 2015 25500 C N 12500 S 13000 9.00 54.30 7.20 2014 21000 C N 10500 S 10500 9.00 55.20 9.20 2013 23500 C N 11500 S 12000 9.00 54.80 9.30 2012 26500 C N 13000 S 13500 9.00 53.00 8.60 2011 24000 C N 11500 S 12500 9.00 55.10 8.70 2010 2450D C N 12000 S 12500 10.26 56.84 9.10 2009 3450D C N 17000 S 17500 10.23 56.56 8.30 2008 2750D C N 13500 S 14000 10.45 54.98 10.90 2007 30000 C N 15000 S 15000 10.00 55.10 11.30 AADT FLAGS: C = COMPUTED; E A MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES 274 Traffic Trends -V2,0 SIR SIUS 1 --'1QD'S TAVERNIER CREEK BRII3ta County: MONRO PIN# 0 Station#:. 0102 Location 2_J Highway:. SR 61U5-1 35000 Traffic(A f ) YearCount* Tran ** i�Observed"Count 2012 26600 22600 30000 -Fitted Curve 2013 23500 24500 _...... _. .._. 2014 21000 25700 a9 2015 25500 26500 2016 25000 27100 25000 2017 26500 27600 i � i 2018 30000 28000 20000 I 2019 31500 28400 2020 27500 28700 2021 30000 29000 F 2022 30500 29300 15000 a, lgdgq 5000 i q 2012 2017 2022 2027 2032 2037 a •r * � Year 2g22 N/A 29300 E2024EN/A r 29600 29800 Trend R-squared: 41.39°✓uCompounded Annual Historic Growth Rate: 2.63% Compounded Growth Rate(2022 to Design Year); 0.85% Printed: 25-Aug-23 'Axle-Adjusted 275 Traffic Trends -V2.0 SR ISMS-1 100'S TAVERNIER CREEK BRIDG County: MONROE PIN# 0 Station M 0102 Location 2 Highway; SR 5/U5-1 35000 Traffic(ADTIAADT) Year Count* T on a** u�t7hsmrvmdCounl 2012 26500 22600 30000 -Fitted Curve 1 2013 23500 24500 2014 21000 25700 31 2015 25500 26500 25000 2016 25000 27100 2017 26500 27600 .2 2018 30000 28000 2019 31500 28400 20000 0 2020 27500 28700 2021 30000 29000 2022 30500 29300 10000 5000 0 2012 2017 2022 2027 2032 2037 Year 2022 NIA 29300 2023 ............. .............. NIA 29600 Jill 1 2024 NIA 29800 Trend R-squared: 56,80% ► Compounded Annual Historic Growth Rate: 2.63% Compounded Growth Rate(2022 to Design Year); O.85% Printed: 25-Aug-23 U= *Axle-Adjusted 276 Traffic Trends -V2.O _ SIR SIDS-1 100'S TAV RNIER CREEK BRIDG panty: MONROE PIN# 0102 Location 2 Hipnway: Ski 51US-1 45000 Traffic IAD IAAD' ? Year gaunt" rerr .. �ObservedCount 2012 26500 23300 40000 2013 23500 24000 ®Fokted Curve 2014 21000 24800 m 35000 2015 25500 25500 0 2016 25000 26300 2017 26500 27000 —6 30000 2018 30000 27800 m 2019 31500 28500 25000 2020 27600 29300 2021 30000 30000 ME 20000 2022 30500 30800 i 2N 0 15000 l 10000 w1 i 5000 I i i 2012 2017 2022, 2027 2032 2037 1 *-, Year 2022 N/A 30800 a 2023 NIA 31500 M . "*Annual Trend Increase, 750 2024 N/A 32300 Trend R-squared: 58.52% mm Trend Annual Historic Growth Rate: 3.22% Trend Growth Rate(2022 to Design Year): 2.44% Printed: 25-Aug-23 � `Axle-Adjusted 277 FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2022 HISTORICAL AADT REPORT COUNTY: 90 - MONROE SITE: 5041 - SR-5/US-1/OVERSEAS HWY, 1000' S OF MOCKINGBIRD RD YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR ❑ FACTOR T FACTOR ---- ---------- ------------ ------------ ------ -------- -------- 2022 31000 C N 15500 S 15500 9.00 54.20 10.30 2021 28500 C N 13000 S 15500 9.00 53.10 11.50 2020 26500 C N 13500 S 13000 9.00 54.10 8.70 2019 31000 C N 15000 S 16000 9.00 54.70 10.00 2018 28500 C N 14500 S 14000 9.00 55.10 8.90 2017 29500 C N 15500 S 14000 9.00 53,90 9.20 2016 24000 C N 11500 S 12500 9.00 54.90 8.10 2015 29500 C N 15000 S 14500 9.00 54.30 8.90 2014 25000 C N 12000 S 13000 9.00 55.20 9.70 2013 28000 C N 14000 S 14000 9.00 54.80 6.60 2012 23500 C N 11500 S 12000 9.00 55.00 9.80 2011 25500 C N 12500 S 13000 9.00 55.10 9.50 2010 23000 C N 11500 S 11500 10.26 56.84 8.10 2009 24500 C N 12000 S 12500 10.23 56.56 8.20 2008 20800 C N 9300 S 11500 10.45 54.98 10.10 2007 23000 C N 11000 S 12000 10.00 55.10 12.40 AADT FLAGS: C = COMPUTED; E A MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES 278 Traffic Trends -V2.0 SR 5JUS-'1/OVERSEAS HWY--1000"S OF MOCKINGBIRD Rd County: MONROE PIN# K7 Station#., 5Qw11 Location 3 Highway,: SR-5JUS-IIOVERSEAS HWY 35000 - ra'f€iY��7 fj Year ountn ®C7Mserwed Count 2012 23500 24300 —Fitted Curve 2013 28000 25800 30000woo 2014 25000 26700 2015 29500 27300 2016 24000 27800 25000 2017 29500 28200 2018 28500 28500 2019 31000 28800 20000 2020 26500 29000 c� 2021 28500 29300 15000 2022 31000 29500 10000 V i 5000 l 0 2012 2017 2022 2027 2032 2037 � Year 2022 N/A 29500 2023 N/A 29700 UUMEMI 2024 NIA 29800 Trend R-squared': 37,64% `< ' • - Compounded Annual Historic Growth Rate: 1.96% Compounded Growth Rate(2022 to Desig n Year): 0,51% Printed: 25-Aug-23 "Axle-Adjusted 279 t Traffic Trends -V2.0 SR-51'IJS-1/OVERSEAS HWY--1004`S OF MOCKINGBIRD RD county. MONROE PIN# a Station#: 5041 Location 33 t lghway. SR-51US-1/OVERSEAS HWWY 35000 ... . ... . _ _ .... . . Year Count*(ADTI A�11) renda Observed Count 2012 23500 24300 30000 —Fitted Curve 2013 28000 25800 0-00 2014 25000 26700 2015 2.9500 27300 c3 2016 24000 27800 25000 2017 29500 28200 2018 28500 28500 w 2019 31000 28800 20000 2020 26500 29000 2021 28500 29300 2 2022 31000 29500 r— 15000, O II 10000 r r �I 5000 't 0 r 2012 2017 2022 2027 2032 2037 Year 2022 N/A 29500 2023 N/A 29700 2024 NIA 29800 Trend R-squared: 34.62% Compounded Annual Historic Growth Rate: 1.96% Compounded Growth Rate(2022 to Design Year): 0.51% Printed: 25-Aug-23 'Axle-Adjusted 280 Traffic Trends -V2,0 SR-51US-11C7 VERSEAS HVW"Y--1000'S OF MOCKINGBIRD RD County: � MONROE.__._..� hold# . 9tg ay: 5041 LacaCVan. 3 Highway: SR-51hJS-1IC7VERSlwAS F^IVJY 40000 . Traffic 'D J ) Year Count* Trend— Observed Court r++ 2012 23500 ' 25400 35000 2013 28000 25900 ®hekted Curve 2014 25000 26300 2015 29500 26800 30000 2016 24000 27300 2017 29500 27700 s 25000 2018 2800 28200 2019 31000 28700 2020 26500 29100 20000 2021 28500 29600 2022 31000 30100 —' 150010 Q 10000 5000 i . 1 . �w_..... .... .......... . .�....., , ,- 2012 2017 2022 2027 2032 2037 . Year 2022 NIA 30100 wr 2023 N/A 30500 1 ! **Annual Trend Increase: 468 2024 NIA 31000 Trend R-squared: 34.60% « Trend Annual Historic Growth Rate. 1,85%' Trend Growth Rate(2022 to Design Year). 1,50% Printed:, 25-Aug-23 « r. `Axle-Adjusted 281 FLORIDA DEPARTMENT OF TRANSPORTATXON TRANSPORTATION STATISTICS OFFICE 2022 HISTORICAL AADT REPORT COUNTY: 90 - MONROE SITE: 5043 - SR-5/US-1,OVERSEAS HWY, 200' S OF HURTON DR, O-W YEAR AADT DIRECTION I DIRECTION 2 +K FACTOR D FACTOR T FACTOR ---- ---------- ------------ ------------ --------- -------- -------- 2022 15500 C S 15500 0 9.00 99.90 10.30 2021 15500 C S 15500 0 9.00 99.90 14.20 2020 13500 C S 13500 0 9.00 99.90 6.50 2019 16000 C S 16000 0 9.00 99.90 7.10 2018 15500 C S 15500 0 9.00 99.90 9.80 2017 14000 C S 14000 0 9.00 99.90 7.80 2016 15000 C S 15000 0 9.00 99.90 6.00 2015 16000 C S 16000 0 9.00 99.90 6.60 2014 15000 C S 15000 9.00 95.50 8.80 2013 13500 C S 13500 0 9.00 99.90 7.90 2012 12000 C S 12000 0 9.00 99.90 7.70 2011 12000 C S 12000 0 9.00 99.90 9.40 2010 13000 C S 13000 0 10.26 99.99 11.20 2009 15500 C S 15500 0 10.23 99.99 8.70 200E 11500 C S 11500 0 10.4S 99.99 8.50 2007 13000 C S 13000 0 10.00 99.99 16.70 AADT FLAGS: C = COMPUTED; E r MANUAL ESTIMATE; F n FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN •K FACTOR: STARTING WITH YEAR 2011 XS STANDARDK, PRIOR YEARS ARE K30 VALUES 282 Traffic Trends »'V2.0 SR-5/US-11OVERSEAS H'WY--200'S OF BURT©N DR,ID-W county irONROE Ftic a Station..#: 5043 Location 4 Highway: SR-51US-110VERSEAS HWY 18000 ... ........_.. Traffic*ADT/A,ADT) Year Count* ren "• Observed Count ............... 2012 12000 12900 16000 ® """'�""""°�� 2013 13500 13700 —Fitted Curare 2014 15000 14100 14000 2015 16000 14500 a 2016 15000 14700 2017 14000 14900 6 12000 �......... 2016 15500 15100 Ica 2019 16000 15200 10000 r 2020 13500 15400 ` 2021 15500 15500 p— 6000 -' 2022 15500 15600 0 6000 14000 , 2000fJ 0 2012 2017 2022 2027 2032 2037 M , Year 2022 N/A 15600 4 2023 N/A 15700 2024 N/A 15t300 TrendR-squared: 43.33°I `' w Compounded'Annual Historic Growth Rate: 1.92% Compounded Growth Rate(2022 to Design Year): 0.64% Printed: 25-Aug-23 *Axle•Adjusted 283 Traffic Trends -V2.0 SR-5/U'S-1/OVERSEAS HWY--200'S OF BURTON DR,OM Countyr MONROE PIN# D Station#: tf�`JG•vRS�FdSHWVY 5043 Location 4 rii hwa SR SJIJS-,M� .. .. ............. ,..� .. ..,,,,,, 1E000 _ Year712000 Count* Trend** Tra, iA ns z�Observed Counh 2012 12900 1600D "" 201300 13700 ....�Fitked Curve 201400 14100 14000 201500 14500 2016 100 1470E 12000 r 2017 14000 14900 201E 15500 15100 20119 16000 15200 10000 2020 13500 15400 2021 15500 15500 8000 1 2022 15500 15600 1 6000 or I 4000 2000 . t 0 �,m.._.�..._ ; - .-.F......_; , ..i.._ . 2012 2017 2022 2027 2032 2037 fr• � Year 2022 NIA 15600 2023 N/A 1700 2024 NIA 15800 Trend R•squared: 26.79% Compounded Annual Historic Growth Rate: 1.92% Compounded Growth Rate(2022 to Design Yeah: 0.64% Printed: 25-Aug-23 .� r: =I 1 •. *Axle-Adjusted 284 Traffic Trends -V2.0 J__SR-5tUS-1/OVERS AS HWY--200'S OF BUR'TON DR,O- cout'y t 043 statian�: 5o4s Lusatian Highway: SR-51US-11OVERSEAS HWY 20000 ._ ra, is( CIA t "l Year ren 18000 ®Observed Count oj0 °' 2012 12000 13700 Fitted Curve r�+�'" 2013 13500 13900 2014 15000 14100 16000 2015 16000 14300 woo 2016 15000 14500 14000 2017 14000 14700 2018 15500 14900 m 12000 2019 16000 15100 2020 13500 15300 10000 2021 15500 15500 2022 15500 15700 a. 8000 cs ma 6000 4000 2000 i �_+—.�— r.....�........ ... ....-..�_,.,,, � ....._.. �_ 2012 2017 2022 2027 2032 2037 Year 2022 NIA 15700 2023 N/A 15900 "Annual Trend Increase: 195 2024 NIA 16100 Trend R.squared: 26.04°a Trend Annual Historic Growth Rate: 1.46% Trend Growth Rate(2022 to Design Year): 1.27% Printed: 25-Aug-23 •. w 'Axle-Adjusted 285 Growth Rate Trend Analysis Calcualtions Station Description 900062 9130102 905041 905041 Option Linear Exponential Decaying Linear Exponential Decaying Linear Exponential Decaying Linear Exponential Decaying Exponential Exponential Exponential Exponential Trend Growth Ratell) 2.19 2 31 2.31 3.22 263 2.63 I.T5— 1,96 1.96 1.46 1,92 1.92 Trend R-squared 42.33 41.45 16 4 Yf 56.80 41.39 34,60 34.62 26,04. 26.79 93 Selected Growth Rate 2.31 3.22 L96 1.92 Adjusted Growth Rate IaN 0.50 3.22 1.96 IM Average Growth Rate 1.90 lGrowth Rate Used 1.90 Notes: 1:Refer to Trend Analysis Chart 2:if the resulting growth rate is negative,a 0.5 growth rate was used a Weasure�Df row dose the dada are to tYr ImmimigiruLssion fine It is also komn as l[w a,,01,6ost The definilion of R sclumed is or,ily or.iyla forward it la tire peice,uige IM tfo,respowiv varinflo.varfalron llaf is by a lirrem rviodel Or. Fk.squ,nit-r opimnf�i vaiiatiom�lolaf variation R squprised rs almays heivain 0 and 1001�,,, 0% WrIl O,e model oxfsisa s rom,of flxr vairs&,lity of flan r respoi,","e daft,around 0, f 00 f,indiucaa0os TKIt lite model expNrirm oij rhf­uatAlly of 1he fespo,if,e datia am,iind Is rnrarriv lu 11i,ii("ri'd We hi¢Ihrj Ill fa bo riodril firs y(iiiu data Howoy,o ihore ar,Hilrcr[Jiit nondimons for ili,� goid(fiino that I'll Uilk abort both it,this Post curd ii,ly oext III 286 Appendix E 2022 Intersection Turning Movement Counts 287 Traf Tech Engineering Inc. File Name : 1-Overseas Hwy & Camelot Dr Site Code : 00000000 Start Date : 4/20/2022 Page No . 1 Groups Printed-Autos-Heavy Vehicles Overseas Hwy Camelot Dr Overseas Hwy Camelot Dr From North From East From South From West Start Time Right Thru I Left Right Thru Left I u-T-I App.Tavi Right Thru Left i u•Tum, Am.Talal Right I Thru I Left uTum,1 Am.Tom InLTolal 07:00 2 435 0 0 437 0 0 0 0 0 0 103 2 0 106 5 0 2 0 7 549 07:15 2 377 0 0 379 0 0 0 0 0 0 133 1 0 134 5 0 1 0 6 519 07:30 6 337 0 1 344 0 0 0 0 0 0 212 6 1 219 4 0 3 0 7 570 07:45 7 311 0 1 319 0 0 0 0 0 0 181 7 0 188 8 0 0 0 8 515 Total 17 146o 0 2 1479 0 0 0 0 0 0 629 16 1 646 22 0 6 0 28 2153 08:00 6 277 0 1 284 0 0 0 0 0 0 216 3 1 220 9 0 2 0 11 515 08:15 3 328 0 1 332 0 0 0 0 0 0 164 5 0 169 11 0 2 0 13 514 08:30 6 284 0 0 290 0 0 0 0 0 0 205 9 0 214 8 0 2 1 11 515 08:45 2 345 0 0 347 0 0 0 0 0 0 206 5 1 212 5 0 4 0 9 568 Total 17 1234 0 2 1253 0 0 0 0 0 0 791 22 2 8151 33 0 10 1 44 2112 BREAK**' 11:30 5 320 0 0 325 0 0 0 0 11 0 2113 4 0 287 14 0 5 0 19 631 11:45 1 305 0 0 306 0 0 0 0 0 0 227 4 1 232 2 0 2 _ _ 0 4 542 Total 1 6 625 0 0 631 1 0 0 0 0 01 0 510 8 1 519 16 0 7 0 231 1173 12:00 0 299 0 2 301 0 0 0 0 0 0 279 6 0 285 8 0 3 0 11 597 12:15 2 321 0 0 323 1 0 0 0 1 2 241 6 0 249 7 0 2 0 9 582 12:30 4 267 0 0 271 0 1 0 0 1 0 299 7 0 306 4 0 5 0 9 587 12:45 4 285 0 1 290 0 0 0 0 0 0 263 2 1 266 4 0 5 0 9 565 Total 10 1172 0 3 1185 1 1 0 0 2 2 1082 21 1 1106 23 0 15 0 38 2331 13:00 5 289 0 0 2941 0 0 0 0 0 0 268 9 0 277 7 0 3 0 10 5111 13:15 2 296 0 0 298 0 0 0 0 0 0 296 7 0 303 3 0 5 0 8 609 13:30 0 33 0 0 33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 33 BREAK Total 7 618 0 0 625 0 0 0 0 01 0 564 16 0 5801 10 0 8 0 181 1223 BREAK'*" 16:00 2 252 0 2 256 0 0 0 0 0 0 388 8 1 397 6 0 3 0 9 662 16:15 2 253 0 1 256 0 0 0 0 0 0 343 7 1 351 6 0 3 0 9 616 16:30 2 196 0 0 198 0 0 0 0 0 0 412 7 0 419 5 0 3 0 8 625 16:45 4 216 0 0 220 0 0 0 0 0 0 344 10 0 354 4 0 2 0 6 580 Total 10 917 0 3 930 0 0 0 0 0 0 1487 32 2 1521 1 21 0 11 0 32 2483 17:00 1 212 0 0 213 0 0 0 0 0 0 394 5 0 399 8 0 7 0 15 627 17:15 3 196 0 2 201 0 0 0 0 0 0 351 7 1 359 5 0 6 0 11 571 17:30 0 217 0 0 217 0 0 0 0 0 0 338 4 1 343 9 0 4 0 13 573 17:45 2 177 1 2 182 0 0 0 0 0 0 315 5 0 320 5 0 3 0 8 510 Total 6 802 1 4 813 0 0 0 0 0 0 1398 21 2 1421 1 27 0 20 0 47 2281 Grand Total 73 6828 1 14 6916 1 1 0 0 2 2 0461 1$6 9 6608 152 0 77 1 230 13756 Appreh% 1.1 98.7 0 0.2 50 50 0 0 0 97.8 2.1 0.1 66.1 0 33.5 0.4 Total% 0.5 49.6 0 0.1 50.3 0 0 0 0 0 0 47 1 0.1 48 1.1 0 0.6 0 1.7 Autos 70 6435 6066 12955 %Autos 95.9 94.2 100 100 94.3 0 100 0 0 50 50 93.9 97.8 100 94 96.7 0 100 100 97.8 94.2 Heavy Vehicles %Hee,yvehldes 4.1 5.8 0 0 5.7 100 0 0 0 50 50 6.1 2.2 0 6 3.3 0 0 ❑ 2.2 5.8 J 288 Traf Tech Engineering Inen File Name : I-Overseas Hwy & Camelot Dr Site Code : 00000000 Start Date : 4/20/2022 Page No : 4 Overseas Hwy Camelot Dr Overseas Hwy Camelot Dr From North From East From South From West Start Time I Right I Thru I Left Iu,—.I Right I Thru I Left u,,.. AN.r.wi Right Thru I Left I U.T.J All.Tool Right I Thru I Lett aT—. Tam Int7atai Peak Hour Analysis From 07:00 to 08:45-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 07:00 2 435 0 0 437 0 0 0 0 0 0 103 2 0 105 5 0 2 0 7 549 07:15 2 377 0 0 379 0 0 0 0 0 0 133 1 0 134 5 0 1 0 6 519 07:30 6 337 0 1 344 0 0 0 0 0 0 212 6 1 219 4 0 3 0 7 570 07:45 7 311 0 1 319 0 0 0 0 0 0 181 7 0 188 8 0 0 0 8 515 Total volume 17 1460 0 2 1479 0 0 0 0 0 0 629 16 1 646 22 0 6 0 28 2153 %App.Total 1.1 98.7 0 0.1 0 0 0 0 0 97.4 2.5 0.2 78.6 0 21.4 0 PHF .607 .839 .000 .500 .846 .000 .000 .000 .000 .000 .000 .742 .571 .250 .737 .668 .000 .500 .000 .875 .944 Autos 17 1337 %Autos 100 91.6 0 100 91.7 0 0 0 0 0 0 92.4 93.8 100 92.4 95.5 0 100 0 96.4 92.0 Heavy Vehicles w Heavy vehiae. 0 8.4 0 0 8.3 0 0 0 0 0 0 7.6 6.3 0 7.6 4.5 0 0 0 3.6 8.0 Overseas Hwy Out In Total 587 1354 194i 48 123 171 635 17 1337 0 2 6 123 D 0 17 14601 ighl Thru Left U-rums Lo Peak Hour Data a O coo North n qL N N Peak Hour Begins at 07:0 2 0 o 0 3 � gm E NTwt r ooa m rn Autos �a n U N a Heavy Vehicles a o 0 0" oo E 30 0 000— � N 4, I r� Left Thru RI ht U-Turns 15 Sa1 0 1 48 0 0 161 629 D L 1 71-3578 1482 549 2127 Out In Total 289 Traf Tech Engineering Inc. Fife Name : 1-Overseas Hwy & Camelot Dr Site Code : 00000000 Start Date : 4/20/2022 Page No : 5 Overseas Hwy Camelot Dr Overseas Hwy Camelot Dr From North From East From South From West Start Time Right I Thru Left I u7u= Tao, Right I Thru I Left I u.7wns Tow, Ri ht Thru I Left usums roe, Right Thru Left ,,.. row, w.Toiai Peak Hour Analysis From 11:30 to 13:15-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:30 11:30 5 320 0 0 325 0 0 0 0 0 0 283 4 0 287 14 0 5 0 19 631 11:45 1 305 0 0 306 0 0 0 0 0 0 227 4 1 232 2 0 2 0 4 542 12:00 0 299 0 2 301 0 0 0 0 0 0 279 6 0 285 8 0 3 0 11 597 12:15 2 321 0 0 323 1 0 0 0 1 2 241 6 0 249 7 0 2 0 9 582 Total Volume 8 1246 0 2 1255 1 0 0 0 1 2 1030 20 1 1053 31 0 12 0 43 2352 %ADD,Total 0.6 99.2 0 0.2 100 0 0 0 0.2 97.8 1.9 0.1 72.1 0 27.9 0 PHF .400 .970 .000 .250 .965 .250 .000 .000 .000 .250 .250 .910 .833 .250 .917 .554 .000 .600 .000 .566 .932 Autos 8 1190 %Autos 100 95.6 0 100 95.6 0 0 0 0 0 50.0 92.7 95.0 100 92.7 96.8 0 100 0 97.7 94.3 Heavy Vehld s %Heavy Vehicies 0 4.4 0 0 4.4 100 0 0 0 100 50.0 7.3 5.0 0 7.3 3.2 0 0 0 2.3 5.7 Overseas Hwy Out In Total 967 1198 2185 76 55 131 1043 -3 8 0 1190 0 55 0 0 8 1 451 0 2 ;fight Tiru LLt U.Turns Peak Hour Data nil r�ra F jJ I O North 2 N D 4 4 s oF— Peak Hour Begins at 11:30 4�2 0 o o m U M M o Autos = o Heamy,Vehicles :x o 0 0 S N N N C � O O O O E i Ns- 3000 � H 41 I r, Left Thru Ri ht U-Turns 19 955 1 1 75 1 0 20 1030 2 1 1278 1052 P23� Out in Total 290 Traf Tech Engineering Inc. File Name : 1-Overseas Hwy & Camelot Dr Site Code : 00000000 Start Date : 4/20/2022 Page No : 6 Overseas Hwy Camelot Or Overseas Hwy Camelot Or From North From East From South From West Start Right Thru Left LLTume aan.Tmi Right Ttlru Left umn. AM.Toe, Right Th- Left I WT.m.I Am.Tew Right Thru Left LL7— &o.Tow Int Total Time Peak Hour Analysis From 16:00 to 17:45-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:00 16:00 2 252 0 2 256 0 0 0 0 0 0 388 8 1 397 6 0 3 0 9 662 16:15 2 253 0 1 256 0 0 0 0 0 0 343 7 1 351 6 0 3 0 9 616 16:30 2 196 0 0 198 0 0 0 0 0 0 412 7 0 419 5 0 3 0 8 625 16:45 4 216 0 0 220 0 0 0 0 0 0 344 10 0 354 4 0 2 0 6 580 Total volume 10 917 0 3 930 0 0 0 0 0 0 1487 32 2 1521 21 0 11 0 32 2483 %Aon.Total 1.1 98.6 0 0.3 0 0 0 0 0 97.8 2.1 0.1 65.6 0 34.4 0 PHF .625 .906 .000 .375 .908 .000 .000 .000 .000 .000 .000 .902 .800 .500 .908 .875 .000 .917 .000 .889 .938 Autos 10 882 0 3 895 0 0 0 0 0 0 1411 %Autos 100 96.2 0 100 96.2 0 0 0 0 0 0 94.9 100 100 95.0 95.2 0 100 0 96.9 95.5 Heavy Veh{ctes %Heavy Vehldes 0 3.8 0 0 3.8 0 0 0 0 0 0 5.1 0 0 5.0 4.8 0 0 0 3.1 4.5 Overseas Hwy Out In Total 1422 1192 23 44 7fi 35 111 1498 10 882 0 3 0 35 0 0 10 9 7 0 3 fight Th Left U-Turns Peak Hour Data 0000 0 0 North 3 CS Peak Hour Begins at 16:OC 4T2 o 0 0 E L Autos o 0 0 1 t7 U aHeamy.Vphlcles �000 a, m 3 ��1 O o o E ° IIIIII IIIIII IIIIII a t� 0 0 0 O O 41� T � Left Thru RI ht U-Turns 32 141 0 7 p 6 0 0 321 1487 0 2 938 1519 2 57 Out In Toial 291 Traf Tech Engineering Inc. File Name : 2-Overseas Hwy & Burton Dr SB Site Cade : 00000000 Start Date : 4/20/2022 Page No : 1 Grou s Printed-Autos-Heavy Vehicles SB Overseas Hwy Burton Dr SB Overseas Hwy Burton Dr From North From East From South From West 5tartTime Ri Ilt Thru Left LT... .Tool Right Thru Left uTun. Tani Right Thru Left L.i— .Tape RI hl Thru Left u-Tum� to al Inl.Total 07:00 0 402 13 0 415 0 0 26 0 26 0 0 0 0 0 0 0 0 0 0 441 07.15 0 375 7 0 382 0 0 40 0 40 0 0 0 0 0 0 0 0 0 0 422 07:30 0 348 8 0 356 0 0 27 0 27 0 0 0 0 0 0 0 0 0 0 383 • 07:45 0 313 18 0 331 0 0 25 0 25 0 0 0 0 0 0 0 0 0 0 356 Total 0 1438 46 0 1484 0 0 118 0 118 0 0 0 0 0 0 0 0 0 0 1602 08:00 0 290 15 0 305 0 1 30 0 31 0 0 0 0 0 1 0 0 0 1 337 08:15 0 325 11 0 336 0 0 18 0 18 0 0 0 0 0 0 0 0 0 0 354 08:30 0 285 22 0 307 0 0 20 0 20 0 0 0 0 0 0 0 0 0 0 327 08:45 0 326 11 0 337 0 0 32 0 32 0 0 0 0 0 0 0 0 0 0 369 Total 0 1226 59 0 1285 0 1 100 0 101 0 0 0 0 0 1 0 0 0 1 1387 ***BREAK*** 11:30 0 301 15 0 316 0 0 18 0 18 0 0 0 0 0 0 0 0 0 0 334 11:45 0 329 13 0 342 0 0 23 0 23 0 0 0 0 0 0 0 0 0 0 365 Total 1 0 630 28 0 6581 0 0 41 0 41 1 0 0 0 0 01 0 0 0 0 01 699 12:00 0 310 19 0 329 0 0 15 0 15 0 0 0 0 0 0 0 0 0 0 344 12:15 0 256 20 0 276 0 0 13 0 13 0 0 0 0 0 0 0 0 0 0 289 12:30 0 253 21 0 274 0 0 23 0 23 0 0 0 0 0 0 0 0 0 0 297 12:45 0 276 13 0 289 0 0 19 0 19 0 0 0 0 0 0 0 0 0 0 308 Total 0 1os5 73 0 1168 0 0 70 0 70 0 0 0 0 0 0 0 0 0 0 1238 13:00 0 263 20 0 283 0 0 24 0 24 0 0 0 0 D 0 0 0 0 0 307 13:15 0 286 26 0 312 0 0 16 0 16 0 0 0 0 0 0 0 0 0 0 328 **BREAK*** Total 1 0 549 46 0 595 0 0 40 0 40 1 0 0 0 0 01 0 0 0 0 0 1 635 ***BREAK*** 16:00 0 216 24 0 240 0 0 21 0 21 0 0 0 0 0 0 0 0 0 0 261 16:15 0 253 20 0 273 0 0 26 0 26 0 0 0 0 0 0 0 0 0 0 299 16:30 0 188 15 0 203 0 0 16 0 16 0 0 0 0 0 0 0 0 0 0 219 16:45 0 224 31 0 255 0 0 19 0 19 0 0 0 0 0 0 0 0 0 0 274 Total 0 881 90 0 971 0 0 82 0 82 0 0 0 0 0 0 0 0 0 0 1053 17:00 0 160 19 0 179 0 0 22 0 22 0 0 0 0 0 0 0 0 0 0 201 17:16 0 172 24 0 196 0 0 29 0 29 0 0 0 0 0 0 0 0 0 0 225 17:30 0 213 18 0 231 0 0 26 0 26 0 0 0 0 0 0 0 0 0 0 257 17:45 0 152 19 0 171 0 0 29 0 29 0 0 0 0 0 0 0 0 0 0 200 Total 0 697 80 0 777 0 0 106 0 106 0 0 0 0 0 0 0 0 0 0 883 Grand Total 0 6516 422 0 6938 11 0 1 557 0 558 0 0 0 0 0 1 0 0 0 1 7497 Apprch% 0 93.9 6.1 0 0 0.2 99.8 0 0 0 0 0 100 0 0 0 Total% 0 86.9 5.6 0 92.5 0 0 7.4 0 7.4 0 0 0 0 0 0 0 0 0 0 Autos 0 6146 %Autos 0 94.3 96 0 94.4 0 100 97.5 0 97.5 0 0 0 0 0 100 0 0 0 100 94.7 Heavy Vehicles %Hesvyvehlrses 0 5.7 4 0 5.6 0 0 2.5 0 2.5 0 0 0 0 0 0 0 0 0 0 5.3 292 Traf Tech Engineering Inc. File Name : 2-Overseas Hwy & Burton Dr SB Site Code : 00000000 Start Date : 4/20/2022 Page No : 4 SB Overseas Hwy Burton Dr SS Overseas Hwy Burton Dr From North From East From South From West Start Rlghl Thru Left LLI-, AM.TN l Right ThrU Left u•Tume Am.TOW Right 7hru Left uTum� A-Trial Right Thru Left 11u Ap 1-1 1.1 T°WI Time Peak Hour Analysis From 07:00 to 08:45-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 07:00 0 402 13 0 415 0 0 26 0 26 0 0 0 0 0 0 0 0 0 0 441 07:15 0 375 7 0 382 0 0 40 0 40 0 0 0 0 0 0 0 0 0 0 422 07:30 0 348 8 0 356 0 0 27 0 27 0 0 0 0 0 0 0 0 0 0 383 07:45 0 313 18 0 331 0 0 25 0 25 0 0 0 0 0 0 0 0 0 0 356 Total Volume 0 143 446 0 1484 0 0 118 0 118 0 0 0 0 0 0 0 0 0 0 1602 %App.Total 0 96.9 3.1 0 0 0 100 0 0 0 0 0 0 0 0 0 PHF .000 .894 .639 .000 .894 .000 .000 .738 .000 .738 .000 .000 .000 .000 .000 .000 '000 .000 .000 .000 .408 Autos 0 1329 %Autos 0 92.4 89.1 0 92.3 0 0 97.5 0 97.5 0 0 0 0 A 0 0 0 0 0 92.7 Heavy Vehicles %Heavy VOW" 0 7.6 10.9 0 7.7 0 0 2.5 0 2.5 0 0 0 0 0 0 0 0 0 0 7.3 SB Overseas Hwy Out In Total 0 1370 1370 0 1141 114 0 8 0 1109 41 0 0 109 5 0 0 1 3 46 0 Right Th Left U-Turns Peak Hour Data boo 000 � A` - o Rood m�,� 0 o Norih o=o 0 0 —� peak Hour Begins at 07:00 o 0 0 I g o O i 1 3 7 O of Autos ��C 00 a Hea Veh cle x o,w cn � m = O000 o o E rn [n m �— 3 00 O A41 CD 3 41 T F1' Left Thru Ri ht U-Turns 0 0 0 D 0 0 Po 0 0 0 a1444 0 1444 0 1 112 0 155 Out In Total 293 Traf Tech Engineering Inc. File Name : 2-Overseas Hwy & Burton Dr SB Site Code : 00000000 Start Date : 4/20/2022 Page No : 5 5B Overseas Hwy Burton Dr SI3 Overseas Hwy Burton Dr From North From East From South From West Start Right Thru Left unm, npp.T.., Right Thru Lett uT�m, noo.Tug Ri ht Thru Left .. Time g rMT,ui I Right Thru Left IT— App.Tolal Int.Ta181 Peak Hour Analysis From 11:30 to 13:15-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:30 11:30 0 301 15 0 316 0 0 18 0 18 0 0 0 0 0 0 0 0 0 0 334 11:45 0 329 13 0 342 0 0 23 0 23 0 0 0 0 0 0 0 0 0 0 $65 12:00 0 310 19 0 329 0 0 15 0 15 0 0 0 0 0 0 0 0 0 0 344 12:15 0 256 20 0 276 0 0 13 0 13 0 0 0 0 0 0 0 0 0 0 289 Total Volume 0 1196 67 0 1263 0 0 69 0 69 0 0 0 0 0 0 0 0 0 0 1332 App.Total 0 94.7 5.3 0 0 0 100 0 0 0 0 0 0 0 0 0 PHF .000 .909 .838 .000 .923 .000 .000 .750 .000 .750 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .912 Autos 0 1147 %Autos 0 95.9 98.5 0 96.0 0 0 98.6 0 98.6 0 0 0 0 0 0 0 0 0 0 96.2 Heavy VehIdes %Heavy Venues 0 4.1 1.5 0 4.0 0 0 1.4 ❑ 1.4 0 0 0 0 0 0 0 0 0 0 3.8 SB Overseas Hwy Out In Total 1213 1213 0 50 50 0 0 114 66 0 49 1 0 0 11 6 67 0 ,Ight Thru Left U-Turns Peak Hour Data �000 00 t'° o QOO V- O�i� 0 0 0 � North � oc F- Peak Hour Begins at 11:30 2000 r oo ° m' t Autos 00 Heavy Ve ��� o 5 E C3 00o 7 c A pI N Vt Left Thru Ri ht U-Turns 0 0 0 a a o [40 a a o 1215 0 1215 5 0 50 1265 0 1205 Out In Total 294 Traf Tech Engineering Inc. File Name : 2-Overseas Hwy & Burton Dr SB Site code : 00000000 Start Date : 4/20/2022 Page No : 6 SB Overseas Hwy Burton Dr SB Overseas Hwy Burton Dr From North From East From South From West Start Time Right I Thru Left u-,—. Taa -Right I Thru I Left ILLTvn. Taal Right I Thru I Left I u-Tum.I Apjpo Ri h1 I Thru Left Tums .Taw IM.T-tal Peak Hour Analysis From 16:00 to 17:45-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:00 16:00 0 216 24 0 240 0 0 21 0 21 0 0 0 0 0 0 0 0 0 0 261 16:15 0 253 20 0 273 0 0 26 0 26 0 0 0 0 0 0 0 0 0 0 299 16:30 0 188 15 0 203 0 0 16 0 16 0 0 0 0 0 0 0 0 0 0 219 16:45 0 224 31 0 255 0 0 19 0 19 0 0 0 0 0 0 0 0 0 0 274 Total volume 0 881 90 0 971 0 0 82 0 82 0 0 0 0 0 0 0 0 0 0 1053 %ADP.Total 0 90.7 9.3 0 0 0 100 0 0 0 0 0 0 0 0 0 PHF .000 .871 .726 .000 .889 .000 .000 .788 .000 .788 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .880 Autos 0 836 87 0 923 0 0 80 0 80 0 0 0 0 0 0 0 0 0 0 1003 %Autos 0 94.9 96.7 0 95.1 0 0 97.6 0 97.6 0 0 0 0 0 0 0 0 0 0 95.3 Heavy Vehicles %KeM vehicles 0 5.1 3.3 0 4.9 0 0 2.4 0 2.4 0 0 0 0 0 0 0 0 0 0 4.7 SB Overseas Hwy Out in Total 0� 923 [a2�0 48 0 0 836 87 �0 0 45 3 D 6 1 90 0 ;fight Thru LL, U-T,,.,; Peak Hour Data - ��; O H J I mo-0 0 0 C W-44 000 North 2 � m r—� Peak Hour Begins at 16:00 4 2 0 0 o x C C g o O O O r W t Autos Hea �� N N O m a Vehiclos N N O aoo O 000E F � poo NcnV— � N 47 F' Left Thru RI ht U Turns D a a go 0 0 ao D D g43 0 963 Out In Total RR ovpr-qpnq 295 Traf Tech Engineering Inc. File Name : 3-Overseas Hwy & Burton Dr NB Site Code : 00000000 Start Date : 4/20/2022 Page No : 1 Groups Printed-Autos-Heavv Vehicles NB Overseas Hwy Burton Dr NB Overseas Hwy Burton Dr From North From East From South From West Start Time Right Thru Left UTum, Tna RI ht Thru I Left .,- ruwi RI ht Thru Left ti,7- .T.W RI ht Thru Lek u7um, rue, InLToel 07:00 0 0 0 0 0 13 27 0 0 40 8 89 0 0 97 0 10 0 0 10 147 07:15 0 0 0 0 0 7 38 0 0 45 9 133 0 0 142 0 5 0 0 5 192 07:30 0 0 0 0 0 21 27 0 0 48 13 195 0 0 208 0 4 1 0 5 261 07:45 0 0 0 0 0 25 23 0 0 48 15 172 0 0 187 0 14 0 0 14 249 Total 0 0 0 0 0 66 115 0 0 181 45 589 0 0 634 0 33 1 0 34 849 08:00 0 0 0 0 0 21 30 0 0 51 20 188 0 0 208 0 10 1 0 11 270 08:15 0 0 0 0 0 18 20 0 0 38 16 173 1 0 190 0 12 0 0 12 240 08:30 0 0 0 0 0 10 16 0 0 26 11 163 0 0 174 0 14 1 0 15 215 08:45 0 0 0 0 0 17 31 0 0 48 16 203 0 0 219 0 10 0 0 10 277 Total 0 0 0 0 0 66 97 0 0 163 63 727 1 0 791 0 46 2 0 48 1002 "*BREAK*** 11:30 0 0 0 0 0 20 17 0 0 37 26 285 0 0 311 0 12 2 0 14 362 11:45 0 0 0 0 0 16 20 0 0_ 36 19 192 2 0 213 0 10 1 0 11 260 Total 0 0 0 0 0 1 36 37 0 0 73 45 477 2 0 524 0 22 3 0 251 622 12:00 0 0 0 0 0 14 15 0 0 29 28 267 0 0 295 0 17 0 0 17 341 12:15 0 0 0 0 0 25 13 0 0 36 20 186 0 0 206 0 19 0 0 19 263 12:30 0 0 0 0 0 15 22 0 0 37 19 292 2 0 313 0 16 0 0 16 366 12:45 0 0 0 0 0 21 18 0 0 39 18 250 1 0 269 0 15 0 0 15 323 Total 0 0 0 0 0 75 68 0 0 143 85 995 3 0 1083 0 67 0 0 67 1293 13:00 0 0 0 0 0 19 22 0 0 41 20 255 0 0 275 0 17 1 0 111 334 13:15 0 0 0 0 0 14 15 0 0 29 23 284 2 0 309 0 19 3 0 22 360 **BREAK*'* Total 0 0 0 0 01 33 37 0 0 70 1 43 539 2 0 584 0 36 4 0 40 1 694 ***BREAK*** 16:00 0 0 0 0 0 21 19 0 0 40 22 354 2 0 378 0 24 1 0 25 443 16:15 0 0 0 0 0 15 25 0 0 40 26 361 2 0 389 0 20 3 0 23 452 16:30 0 0 0 0 0 14 14 0 0 28 26 406 1 0 433 0 13 2 0 15 476 16:45 0 0 0 0 0 16 17 0 0 33 30 333 1 0 364 0 23 2 0 25 422 Total 0 0 0 0 0 66 75 0 0 141 104 1454 6 0 1564 0 80 8 0 88 1793 17:00 0 0 0 0 0 21 21 0 0 42 40 411 2 0 453 0 17 1 0 18 513 17:15 0 0 0 0 0 23 30 0 0 53 21 293 0 0 314 0 22 2 0 24 391 17:30 0 0 0 0 0 6 25 0 0 31 26 347 0 0 373 0 15 0 0 15 419 17:45 0 0 0 0 0 16 28 0 0 44 26 305 1 0 332 0 14 5 0 19 395 Total 0 0 0 0 0 66 104 0 0 170 113 1366 3 0 1472 0 68 8 0 76 1718 Grand Total 0 0 0 0 0 408 533 0 0 941 498 6137 17 0 6652 0 352 26 0 378 7971 Apprch% 0 0 0 0 43.4 56.6 0 0 7.5 92.3 0.3 0 0 93.1 6.9 0 Total% 0 0 0 0 0 5.1 6.7 0 0 11.8 6.2 77 0.2 0 83.5 0 4.4 0.3 0 4.7 Autos 0 0 0 0 0 397 521 0 0 918 478 5758 %Autos 0 0 0 0 0 97.3 97.7 0 0 97.6 96 93.8 94.1 0 94 0 96.9 100 0 97.1 94.6 Heavy Vehldes %HeavyVehMes 0 0 0 0 0 2.7 2.3 0 0 2.4 4 6.2 5.9 0 6 0 3.1 0 0 2.9 5.4 296 1 raf 1 eah Engineering Ina. File Name : 3-Overseas Hwy & Burton Dr NB Site Code : 00000000 Start Date : 4/20/2022 Page No : 4 NB Overseas Hwy Burton Dr NB Overseas Hwy Burton Dr From North From East From South From West Start Time Right Thru Left u.Ten Teri Right Thru Left LL— T. Right Thru Left uT—. roue Ri ht ThrU Left ammo Teri InLToFeI Peak Hour Analysis From 07:00 to 08:45-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 07:30 0 0 0 0 0 21 27 0 0 48 13 195 0 0 208 0 4 1 0 5 261 07:45 0 0 0 0 0 25 23 0 0 48 15 172 0 0 187 0 14 0 0 14 249 08:00 0 0 0 0 0 21 30 0 0 51 20 188 0 0 208 0 10 1 0 11 270 08:15 0 0 0 0 0 18 20 0 0 38 16 173 1 0 190 0 12 0 0 12 240 Total Volume 0 0 0 0 0 85 100 0 0 1185 64 728 1 0 793 0 40 2 0 42 1020 %App.Total 0 0 0 0 45.9 54.1 0 0 13,1 91.8 0.1 0 0 95.2 4.8 0 PHF .000 .000 .000 .000 .000 .850 .833 .000 .000 .907 .800 .933 .250 .000 .953 .000 .714 .500 .000 .750 .944 Autos 0 0 0 0 0 83 100 0 0 183 62 679 1 0 742 0 38 2 0 40 965 %Autos 0 0 0 0 0 97.6 100 0 0 98.9 96.9 93.3 100 0 93.6 0 95.0 100 0 95.2 94.6 Heavy Vehicles %Heavy VeNclas 0 0 0 0 0 2.4 0 0 0 1.1 3.1 6.7 0 0 6.4 0 5.0 0 0 4.8 5.4 NB Overseas Hwy Out In Total 764 0 764 51 D 51 815 0 0 4 0 0 4 0 0 0 0 0 Efight Thru Left U-Turns Peak Hour Data N M N O N t—{ J co N W O OO Nv � North aPo Do — c N —� Peak Hour Begins at 07:30 2 0 Autos r- 1(n co 7 p m o� w Heavy Vehicles O G N C O� F y F.0 0 w 41 N 4� I F' Left Thru Ri ht U-Turns 1 679 62 D 49 2 PO 1 728 64 51 0 793 793 Out In Total Hwv- 297 Traf Tech Engineering Inc. File Name : 3-Overseas Hwy & Burton Dr NB Site Code : 00000000 Start Date : 4/20/2022 Page No : 5 NB Overseas Hwy Burton Dr NB Overseas Hwy Burton Dr From North From East From South From West Start Time I Right I Thru I Left *Tum.I Right I Thru I Left VTum, rm.i Right I Thru I Left IuTm I hs I Thru I Left To Introtel Peak Hour Analysis From 11:30 to 13:15-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:30 12:30 0 0 0 0 0 15 22 0 0 37 19 292 2 0 313 0 16 0 0 16 366 12:45 0 0 0 0 0 21 18 0 0 39 18 250 1 0 269 0 15 0 0 15 323 13:00 0 0 0 0 0 19 22 0 0 41 20 255 0 0 275 0 17 1 0 18 334 13:15 0 0 0 0 0 14 15 0 0 29 23 284 2 0 309 0 19 3 0 22 360 Total Volume 0 0 0 0 0 69 77 0 0 146 80 1a61 5 0 1166 0 67 4 0 71 1383 %Apo.Total 0 0 0 0 47.3 52.7 0 0 6.9 92.7 0.4 0 0 94.4 5.6 0 PHF .000 .000 .000 .000 .000 .821 .875 .000 .000 .890 .870 .926 .625 .000 .931 .000 .882 .333 .000 .807 .945 Autos 0 0 0 0 0 65 75 0 0 140 79 992 5 0 1076 0 67 4 0 71 1287 %Autos 0 0 0 0 0 94.2 97.4 0 0 95.9 98.8 91.8 100 0 92.3 0 100 100 0 100 93.1 Heavy Vehicles %HeavyvehWes 0 0 0 0 0 5.8 2.6 0 0 4.1 1.3 8.2 0 0 7.7 0 0 0 0 0 6.9 NB Overseas Hwy Out In Total 1061 0 t061 93 0 93 4 0 0 0 0 0 0 0 0 0 0 0 4 fight Thru Left' U Turns Peak Hour Data �NT vav�J t �� m � O J I —SAN o North +� Peak Hour Begins at 12:30 2 N _ o 000. a a� M rn Autos O °'o 0 m o N N R Hea Vehicles o 0 0 m W N C C 1 0 0 0 0 E N N C w~°on Iv 3 00o us '� 41 I (4 Left Thru Ri ht U-Tums 5 992 791 0 89 1 10) 5 108 BO 0 10776 90 11066 out In Total 298 Iraf Tech Engineering Incs File Name : 3-Overseas Hwy & Burton Dr NB Site Code : 00000000 Start Date : 4/20/2022 Page No : 6 NB Overseas Hwy Burton Dr NB Overseas Hwy Burton Dr From North From East From South From West Start Time Right I Thru I Left urn, row Right Thru I Left Fruma ro�i RI ht ThN Left U•Tums Taal RI hl Thru Left arum, rdai InLTotal Peak Hour Analysis From 16:00 to 17:45-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:15 16:15 0 0 0 0 0 15 25 0 0 40 26 361 2 0 389 0 20 3 0 23 452 16:30 0 0 0 0 0 14 14 0 0 28 26 406 1 0 433 0 13 2 0 15 476 16:45 0 0 0 0 0 16 17 0 0 33 30 333 1 0 364 0 23 2 0 25 422 17:00 0 0 0 0 0 21 21 0 0 42 40 411 2 0 453 0 17 1 0 18 513 Total Volume 0 0 0 0 0 66 77 0 0 143 122 1511 6 0 1639 0 73 8 0 81 1863 %Am.Total 0 0 0 0 46.2 53.8 0 0 7.4 92.2 0.4 0 0 90.1 9.9 0 PHF .000 .000 .000 .000 .000 .786 .770 .000 .000 .851 .763 .919 .750 .000 .905 .000 .793 .667 .000 .810 .908 Autos 0 0 0 0 0 63 74 0 0 137 118 1442 %Autos 0 0 0 0 0 95.5 96.1 0 0 95.8 90.7 95.4 100 0 95.5 0 97.3 100 0 97.5 95.7 Homy Vehktes %Hoavyvehmes 0 0 0 0 0 4.5 3.9 0 0 4.2 3.3 4.6 0 0 4.5 0 2.7 0 0 2.5 4.3 NB Overseas Hwy Out In Total 1513 0 A 72 0 1585 —F—Ti Q 0 Q 0 0 Q 0 RI iht Thru Left U-Turns Peak Hour Data 0 rn w �mm" w North 2 o` co _ w m F- Peak Hour Begins at 16:1 2 -4 Wa o CDAutos w 0- v m o m,n, Z Heavv Vehicles 000 a oo E Fa _ 3 000 OiN6i— a y E� I Left Thru Right U-Turns B 0 1442 118 69 4 0 6 1511 122 0 [10 1639 r11639 Out In Total 299 Traf Tech Engineering Inc. File Name : 4-Overseas Hwy & Projected DW SB Site Code : 00000000 Start Date : 4/20/2022 Page No : 1 Groups Printed-Autos-Heavv Vehicles SB Overseas Hwy Projected Driveway SB Overseas Hwy Projected Driveway From North From East From South From West 5tartTime Right Thru Left ur�m. rove RI ht Thru Left u•nme ram Right LLru Ri Thru Left ms raef ht Thfu Left ur— ram Int.Toai 07:00 0 444 0 0 444 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 444 07:15 0 423 1 0 424 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 425 07:30 1 390 0 0 391 0 0 3 0 3 0 0 0 0 0 0 0 0 0 0 394 07:45 0 336 1 0 337 0 0 2 0 21 0 0 0 0 0 0 0 0 0 0 339 Total 1 1593 2 0 1596 0 0 6 0 6 1 0 0 0 0 0 1 0 0 0 0 0 1602 08:00 0 317 0 0 317 0 2 7 0 9 0 0 0 0 0 0 0 0 0 0 326 08:15 0 354 0 0 354 0 0 7 0 7 0 0 0 0 0 0 0 0 0 0 361 08:30 0 309 2 0 311 0 0 5 0 5 0 0 0 0 0 0 0 0 0 0 316 08:45 0 366 2 0 368 0 0 5 0 5 0 0 0 0 0 1 0 0 0 1 374 Total 0 1346 4 0 1350 0 2 24 0 26 0 0 0 0 01 1 0 0 0 1 1377 *"*BREAK"** 11:30 0 309 0 0 309 0 0 4 0 4 0 0 0 0 0 0 0 0 0 0 313 11:45 0 342 1 0 343 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 344 Total 0 651 1 0 6621 0 0 5 0 51 0 0 0 0 01 0 0 0 0 01 657 12:00 0 631 1 0 632 0 0 6 0 6 0 0 0 0 0 0 0 0 0 0 638 12:15 0 295 0 0 295 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 295 12:30 0 57 0 0 57 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 58 12:45 0 249 0 0 249 0 0 4 0 4 0 0 0 0 0 0 0 0 0 0 253 Total 0 1232 1 0 1233 0 0 11 0 11 0 6 0 0 0 1 0 0 0 0 0 1244 13:00 0 294 2 0 296 0 0 2 0 2 0 0 0 0 0 1 0 0 0 0 0 298 13:15 0 313 1 0 314 0 0 4 0 4 0 0 0 0 0 0 0 0 0 0 318 ***BREAK*** Total 0 607 3 0 6101 0 0 6 0 61 0 0 0 0 0 1 0 0 0 0 0 1 616 BREAK 16:00 0 245 0 0 245 0 0 2 0 2 0 0 0 0 0 0 0 0 0 0 247 16:15 0 265 1 0 266 0 0 3 0 3 0 0 0 0 0 0 0 0 0 0 269 16:30 0 200 0 0 200 0 0 2 0 2 0 0 0 0 0 0 0 0 0 0 202 16:45 0 204 3 0 207 0 0 2 0 2 0 0 0 0 0 0 0 0 0 0 209 Total 0 914 4 0 918 0 0 9 0 9 0 0 0 0 0 0 0 0 0 0 927 17:00 0 191 1 0 192 0 0 6 0 6 0 0 0 0 0 0 0 0 0 0 198 17:15 0 208 3 0 211 0 0 4 0 4 0 0 0 0 0 0 0 0 0 0 215 17:30 0 236 3 0 239 0 0 4 0 4 0 0 0 0 0 0 0 0 0 0 243 17:45 0 184 0 0 184 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 185 Total 0 819 7 0 826 0 0 15 0 15 0 0 0 0 0 0 0 0 0 0 841 Grand Total 1 7162 22 0 7185 0 2 76 0 78 0 0 0 0 0 1 0 0 0 1 7264 Apprch% 0 99.7 0.3 0 0 2.6 97.4 0 0 0 0 0 100 0 0 0 Total% 0 98.6 0.3 0 98.9 0 0 1 0 1.1 0 0 0 0 0 0 0 0 0 0 Autos 1 6794 %Autos 100 94.9 90.9 0 94.9 0 100 97.4 0 97.4 0 0 0 0 0 100 0 0 0 100 94.9 Heavy VehWes %Heavy Vehicles 0 5.1 9.1 0 5.1 0 0 2.6 0 2.6 0 0 0 0 0 0 0 0 0 0 5.1 300 Traf Tech Engineering Inc. File Name : 4-Overseas Hwy & Projected DW SB Site code : 00000000 Start Date : 4/20/2022 Page No : 4 SB Overseas Hwy Projected Driveway SIB Overseas Hwy Projected Driveway From North From East From South From West `Start Righi Thru Left u.r�, n�.mei Right Thru Left uz�m, Time roc rowl Right Thru Left u-rim, nyP.raai Right Thru Left uaum, .Tew Int.Tafal Peak Hour Analysis From 07:00 to 08:45-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07.00 07:00 0 444 0 0 444 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 444 07:15 0 423 1 0 424 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 425 07:30 1 390 0 0 391 0 0 3 0 3 0 0 0 0 0 0 Q 0 0 0 394 07:45 0 336 1 0 337 0 0 2 0 2 0 0 0 0 0 0 0 0 0 0 339 Total Volume 1 1593 2 0 1596 0 0 6 0 6 0 0 0 0 0 D 0 Q 0 D 1602 °/a 62p.Total 0.1 90.8 0.1 0 0 0 100 0 0 0 0 0 0 0 0 0 PHF .250 .897 .500 .000 .899 .000 .000 .500 .000 .500 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .902 Autos 1 1479 %Autos 100 92.8 100 0 92.9 0 0 83.3 0 83.3 0 0 0 0 0 0 0 0 0 0 92.8 Heavy Vehicles %Heary voNde, 0 7.2 0 0 7.1 0 0 16.7 0 16.7 0 0 0 0 0 0 0 0 0 0 7.2 5B Overseas Hwy Out In Total 1482 1482 0 114 114 a 11 1479 2 D 114 D a 1593 0 +fight Th LLB U-Tums o� Peak Hour Data o wJ L ,F I o 0ca2 North �000 raoro 3 n o00 FHeavv k Hour Begins at 07:0 4�2 0 0 0 _a oo p CD os r 0 0 o. 0 r rr Z Vehicles 0 j m o'O o a E -i N Left Thru Ri ht U-Tums 0 0 0 0 0 0 0 D 0 a 0 0 1599 0 M1599 Out In Total 301 Traf Tech Engineering Inc. File Name : 4-Overseas Hwy & Projected DW SB Site Code : 00000000 Start Date : 4/20/2022 Page No : 5 SB Overseas Hwy Projected Driveway SS Overseas Hwy Projected Driveway Southbound Westbound Northbound Eastbound Start T_�.--- _.. Time Right ThTU Left UTvm App To al Right Thru Left u-T,�n App.TMY Right Thru Left u-Toms Ppy.TnW Right Tt4rU Left UTrm npp,Too Int TOlal --- L1 - - --- - - _ -- - — 1----- -- - - Peak Hour Analysis From 11:30 to 13:15-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:30 11:30 1 0 309 0 0 309 0 0 4 0 4 1 0 0 0 0 0 0 0 0 0 0 313 11:45 i 0 342 1 0 343 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 344 12:00 0 408 1 0 409 0 0 6 0 6 0 0 0 0 0 0 0 0 0 0 415 -- -12:15, -0 297 -0-__-0 297'. . _..C..--0- 0 0 0---- 0- .,,.0 0- 0 - 0 --0- b— 0 .. 0-- ..0_-._297. Total volume 0 1356 2 0 1358 0 0 11 0 11 0 0 0 0 0 0 0 0 0 0 1369 °6.6PP_Total _ 0 99.9...0.1 0 -- — 0 0 100 0 - _. . 0 0 0 0 -—-0 .-2_—0 0 _ _ __ _ PHF_000._..831_ .500_ .000_ .830 .000 .000 .458 .000 _ .458 1 •000 •000 .000. .000___. .000 .000 .000 .000 .000_ .000_ _ .825_ Autos 0 1293 %Autos 0 95.4 100 0 95.4 0 0 100 0 100 0 0 0 0 0 0 0 0 0 0 95.4 Heavpvehicies 0 63 0 0 63 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 63 %Heavy vehides, 0 4.6 0 0 4.6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.6 SB Overseas Hwy Out In l f Total 1295 63 �0 =1 U. L._1358 .1 .2 0 0..1356 2, 0 Ri ht Thru LeR U-Turns i Peak Hour Data lo--T 000 . 7 a a a North i oo a� t--/ -- ---- — -- Peak Hour Begins at 11:30 2 0 0 0 _`$ 'cs ' I aaa..- ❑ a,. Autos m t : Heavy Vehicles x -- d ---� N _... C----- r [ }�4 [ E i —I~ 3, 0� wiawj I _Leh_ .Thru _Right_U-Turns p 0 0 0 _.. -..-0—...0 _, 0 0 00�__ 0 _1_3fi7] U 136 1 L SR Overseas H%w Out In Total l 302 Traf Tech Engineering Inc. File Name : 4-Overseas Hwy & Projected DW SB Site Code : 00000000 Start Date : 4/20/2022 Page No : 6 SB Overseas Hwy Projected Driveway SB Overseas Hwy Projected Driveway From North From Fast From South From West Start Time Ri ht Thru I Left u.,— Tout Right I Thru I Le RI ht I Thru I Left I u-Ton, .-w Right Thru Left umn.I A4,Tom tnt Tole; Peak Hour Analysis From 16:00 to 17:45-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:00 16:00 0 245 0 0 245 0 0 2 0 2 0 0 0 0 0 0 0 0 0 0 247 16:15 0 265 1 0 266 0 0 3 0 3 0 0 0 0 0 0 0 0 0 0 269 16:30 0 200 0 0 200 0 0 2 0 2 0 0 0 0 0 0 0 0 0 0 202 16:45 0 204 3 0 207 0 0 2 0 2 0 0 0 0 0 0 0 0 0 0 209 Total volume 0 914 4 0 918 0 0 9 0 9 0 0 0 0 0 0 0 0 0 0 927 %ADD.Total 0 99.6 0.4 0 0 0 100 0 0 0 0 0 0 0 0 0 PHF .000 .862 .333 .000 .863 .000 .000 .750 .000 .750 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .862 Autos 0 879 4 0 883 0 0 9 0 9 0 0 0 0 0 0 0 0 0 0 892 %Autos 0 96.2 100 0 96.2 0 0 100 0 100 0 0 0 0 0 0 0 0 0 0 96.2 Heavy Vehlcies %Heavy Vehldea 0 3.8 0 0 3.8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.8 SB Overseas Hwy Out In Total A 883 F;8335 918 D e3 4 0 35 0 0 914 4 0 ;Ight Thu Left U-Turns Peak Hour Data c c o coo L� O 6 North p c A a o00 s c Peak Hour Begins at 16:00 B o 0 o a a , oOoL Autos °' o 0 0 + Hea Vehicles o co ao� aaa E G� RL 3 aaa wow'—' � 4) 4� T F' Left Thru RI ht U-Tums 0 D 0 0 0 0 P(G) 0 D 0 923 D 288: Out in Total 303 Iraf Tech Engineering Inc. File Name : 5-Overseas Hwy & Projected DW NB Site Code : 00000000 Start Date : 4/20/2022 Page No : 1 Groups Printed-Autos-Heavv Vehicles NB Overseas Hwy Projected Driveway NB Overseas Hwy Projected Driveway From North From East From South From West Start Time Right Thru Left LL,—.1 4,., Right Thru I Left LL,—. .., Right I Thru Left I u.T.., Taxi Right Thru I Left]uT— AmTow fnt.Total 07:00 0 0 0 0 0 0 0 0 0 0 0 96 0 0 96 0 0 1 0 1 97 07:15 0 0 0 0 0 0 0 0 0 0 0 153 1 0 154 0 0 2 0 2 156 07:30 0 0 0 0 0 0 0 0 0 0 0 206 3 0 209 0 0 0 0 0 209 07:45 0 0 0 0 0 0 0 0 0 0 0 169 5 0 174 0 2 2 0 4 178 Total 0 0 0 0 0 0 0 0 0 0 0 624 9 0 633 0 2 5 0 7 640 08:00 0 0 0 0 0 0 0 0 0 0 0 219 2 0 221 0 0 0 0 0 221 08:15 0 0 0 0 0 0 0 0 0 0 0 162 2 0 164 0 0 1 0 1 165 08:30 0 0 0 0 0 0 0 0 0 0 0 200 8 0 208 0 0 3 0 3 211 08:45 0 0 0 0 0 0 0 0 0 0 0 202 8 0 210 0 0 2 0 2 212 Total 0 0 0 0 0 0 0 0 0 0 0 783 20 0 803 0 0 6 0 6 809 **'BREAK— 11:30 0 0 0 0 0 11 0 0 0 00 267 8 0 275 0 0 3 0 3 278 11:45 0 0 0 0 0 0 0 0 0 0 0 257 1 0 258 0 0 1 0 1 259 Total 0 0 0 0 01 0 0 0 0 0 0 524 9 0 5331 0 0 4 0 41 537 12:00 0 0 0 0 0 0 0 0 0 0 0 285 5 0 290 0 0 4 0 4 294 12:15 0 0 0 0 0 0 0 0 0 0 0 231 2 0 233 0 0 0 0 0 233 12:30 0 0 0 0 0 0 0 0 0 0 0 324 5 0 329 0 0 1 0 1 330 12:45 0 0 0 0 0 0 0 0 0 0 0 297 6 0 303 0 0 4 0 4 307 Total 0 0 0 0 0 0 0 0 0 0 0 1137 18 0 1155 0 0 9 0 9 1164 13:00 0 0 0 0 0 1 0 0 0 0 0 0 263 4 0 267 0 0 3 0 3 270 13:15 0 0 0 0 0 0 0 0 0 0 0 307 3 0 310 0 0 2 0 2 312 BREAK"** Total 0 0 0 0 01 0 0 0 0 01 0 570 7 0 5771 0 0 5 0 5 1 582 '+*BREAK*** 16:00 0 0 0 0 0 0 0 0 0 0 0 388 7 0 395 0 0 1 0 1 396 16:15 0 0 0 0 0 0 0 0 0 0 0 399 11 0 410 0 0 3 0 3 413 16:30 0 0 0 0 0 0 0 0 0 0 0 403 5 0 408 0 0 0 0 0 408 16:45 0 0 0 0 0 0 0 0 0 0 0 351 7 0 358 0 0 4 0 4 362 Total 0 0 0 0 0 0 0 0 0 0 0 1541 30 0 1571 1 0 0 8 0 8 1579 17:00 0 0 0 0 0 0 0 0 0 0 0 434 6 0 440 0 0 2 0 2 442 17:15 0 0 0 0 0 1 0 0 0 1 0 366 4 0 370 0 1 1 0 2 373 17:30 0 0 0 0 0 1 0 0 0 1 0 349 7 0 356 0 0 2 0 2 359 17:45 0 0 0 0 0 0 0 0 0 0 0 349 2 0 351 0 0 1 0 1 352 Total 0 0 0 0 0 2 0 0 0 2 0 1498 19 0 1517 0 1 6 0 7 1526 Grand Total 0 0 0 0 0 2 0 0 0 2 0 6677 112 0 6789 0 3 43 0 46 6837 Apprch% 0 0 0 0 100 0 0 0 0 98.4 1.6 0 0 6.5 93.5 0 Total% 0 0 0 0 0 0 0 0 0 0 0 97.7 1.6 0 99.3 0 0 0.6 0 0.7 Autos 0 0 0 0 0 2 0 0 0 2 0 6295 %Autos 0 0 0 0 0 100 0 0 0 100 0 94.3 97.3 0 94.3 0 66.7 95.3 0 93.5 94.3 Heavy Vahkles %Heavy vehlUes 0 0 0 0 0 0 0 0 0 0 0 5.7 2.7 0 5.7 0 33.3 4.7 0 6.5 5.7 304 llraf Tech Engineering Inca File Name : 5-Overseas Hwy & Projected DW NB Site Code : 00000000 Start Date : 4/20/2022 Page No : 4 NB Overseas Hwy Projected Driveway NB Overseas Hwy Projected Driveway From North From East From South From West Start Time Right I Thru I Left I u.T.— Taal I Right I Thru Left wT.a. ram Right Thru I Left ,-Tent. Tam Ri ht Thru Left TeW Ift total Peak Hour Analysis From 07:00 to 08:45-Peak i of 1 Peak Hour for Entire Intersection Begins at 08:00 08:00 0 0 0 0 0 0 0 0 0 0 0 219 2 0 221 0 0 0 0 0 221 08:15 0 0 0 0 0 0 0 0 0 0 0 162 2 0 164 0 0 1 0 1 165 08:30 0 0 0 0 0 0 0 0 0 0 0 200 8 0 208 0 0 3 0 3 211 08:45 0 0 0 0 0 0 0 0 0 0 0 202 8 0 210 0 0 2 0 2 212 Total Volume 0 0 0 0 0 0 0 0 0 0 0 783 20 0 803 0 0 6 0 6 809 %ApD.Total 0 0 0 0 0 0 0 0 0 97.5 2.5 0 0 0 100 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .894 .625 .000 .908 .000 .000 .500 .000 .500 .915 Autos 0 0 0 0 0 0 0 0 0 0 0 731 19 0 750 0 0 6 0 6 756 %Autos 0 0 0 0 0 0 0 0 0 0 0 93.4 95.0 0 93.4 0 0 100 0 100 93.4 Heavy Vehicles a Heavy Vehicle. 0 0 0 0 0 0 0 0 0 0 0 6.6 5.0 0 6.6 0 0 0 0 0 6.6 N8 Overseas Hwy Out In Total 737 0 119 52 0 789 0 0 0 0 0 0 oA000 0 0 0 flight Thru Left U-Turns Peak Hour Data ELT coo cc o mr coo2 North �000 000� s o o =—I, Peak Nour Begins at 08:00 2 0 cc _a V000s Autos ooc oavy.Vehicles O .�x o 0. '� E c o� III oOo0 c F o 000� � N Left Thru RI ht U-Turns i9 731 0 .1 sz aA000 20 7 750 750 53 5 803 80 Out In Total 305 Traf Tech Engineering Inco File Name : 5-Overseas Hwy & Projected DW NB Site Code : 00000000 Start Date : 4/20/2022 Page No : 5 NB Overseas Hwy Projected Driveway NB Overseas Hwy Projected Driveway From North From East From South From West Start Time Right I Thru Left I u.T.— To. RI ht I Thru I Left uT.m. TaG RI ht Thru I Left R111ht I Thru I Left u•T.m. Twi Int.Total Peak Hour Analysis From 11:30 to 13:15-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:30 12:30 0 0 0 0 0 0 0 0 0 0 0 324 5 0 329 0 0 1 0 1 330 12:45 0 0 0 0 0 0 0 0 0 0 0 297 6 0 303 0 0 4 0 4 307 13:00 0 0 0 0 0 0 0 0 0 0 0 263 4 0 267 0 0 3 0 3 270 13:15 0 0 0 0 0 0 0 0 0 0 0 $07 3 0 310 0 0 2 0 2 312 Total Volume 0 0 0 0 0 0 0 0 0 0 0 1191 18 0 1209 0 0 10 0 10 1219 %Mo.Total 0 0 0 0 0 0 0 0 0 98.5 1.5 0 0 0 100 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .919 .750 .000 .919 .000 .000 .625 .000 .625 .923 Autos 0 0 0 0 0 0 0 0 0 0 0 1108 %Autos 0 0 0 0 0 0 0 0 0 0 0 93.0 94.4 0 93.1 0 0 80.0 0 80.0 92.9 Heavy vehkles %Hevy vehldw 0 0 0 0 0 0 0 0 0 0 0 7.0 5.6 0 6.9 0 0 20.0 0 20.0 7.1 NB Overseas Hwy Out In Total 1116 0 1116 85 0 85 20 0 0 0 0 0 0 0 0 0 0 0.1 ,Iaht Thru Len 6-Turns JJ I!. Peak Hour Data MMM aONO � � ON 0 �� 0 0 0 2 North o 0 OFF 3, oo N t—► �—� � o c M Peak Hour Begins at 12:30 2 000 iz n o 0 0 Autos o 0 o Q Heavy V hlce r�000 f9 E �O a0 0o 3000 000- 5 m Left Thru RIM U-Turns 11 6 113 0 1 3 0 0 181 9 0 0 12 lo 1209 184 209 Out In Total 306 Traf Tech Engineering Inca File Name : 5-Overseas Hwy & Projected DW NB Site Code : 00000000 Start Date : 4/20/2022 Page No : 6 NB Overseas Hwy Projected Driveway NB Overseas Hwy Projected Driveway From North From East From South From West Start Right Thru I Left I u-Tumf Av.Twl Rlghi Thru Left I L7,. App.Tdd Right ThN Left I UT-5 An Td Right Thru Left LLTume nyc.rwi InL Total Time Peak Hour Analysis From 16:00 to 17:45-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:15 16:15 0 0 0 0 0 0 0 0 0 0 0 399 11 0 410 0 0 3 0 3 413 16:30 0 0 0 0 0 0 0 0 0 0 0 403 5 0 408 0 0 0 0 0 408 16:45 0 0 0 0 0 0 0 0 0 0 0 351 7 0 356 0 0 4 0 4 362 17:00 0 0 0 0 0 0 0 0 0 0 0 434 6 0 440 0 0 2 0 2 442 Total volume 0 0 0 0 0 0 0 0 0 0 0 1587 29 0 1616 0 0 9 0 9 1625 %App.Total 0 0 0 0 0 0 0 0 0 98.2 1.8 0 0 0 100 0 PHF ,000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .914 .659 .000 .918 .000 .000 .563 .000 .563 .919 Autos 0 0 0 0 0 0 0 0 0 0 0 1517 %Autos 0 0 0 0 0 0 0 0 0 0 0 95.6 96.6 0 95.6 0 0 100 0 100 95.6 Heavy Vehicles %HeM Vehldea 0 0 0 0 0 0 0 0 0 0 0 4.4 3.4 0 4.4 0 0 0 0 0 4.4 NB Overseas Hwy V I 1526 705 0 0 0 0 0 0 0 0 0 0 0 E fight Thru Left U-Turns CD CD IM Peak Hour Data 0 h J I0 0 0 C -U 0 o North o 0 o a 2 Co c rn o h � Peak Hour Begins at 16:15 2 0 0 o a 3 y oo s r o00 rr Autos m Q�N�N HeavyB ' �' oo w C c o po E t? c d � 7 w Left Thru Ric U-Turns 2 1570 0 10 1 1 7D D 0 29 1587 0 D 15a5 15a5 71 616 Out In Total 307 1 raf 1 ech Engineering Inc. File Name : 6-Overseas Hwy & Julep Rd SB Site Code : 00000000 Start Date : 4/20/2022 Page No : 1 Groups.Printed-Autos-Heav Vehicles SB overseas Hwy Julep Rd SB Overseas Hwy Julep Rd From North From East From South From West Start Time Right Thru I Lett u.T— Am.Tae Rf hi I Thru I LeR uTums .TCIM Ri hi I Thru Left I;Tunj TA, Right I Thru I Left u.r—. Tow IntToal 07:00 0 436 2 0 43B 0 0 2 0 2 D 0 0 D 0 0 1 0 0 1 441 07:15 0 420 1 0 421 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 422 07:30 0 369 1 0 370 0 D 0 0 0 0 0 0 0 0 0 0 0 0 0 370 07:45 0 340 8 0 348 0 0 2 0 2 0 0 0 0 D 0 0 0 D 0 350 Total 0 1565 12 0 1577 0 0 5 0 5 0 0 0 0 0 0 1 0 0 1 1583 08:00 0 342 5 0 347 0 0 5 0 5 0 0 0 0 0 0 0 0 0 0 352 08:15 0 341 6 0 347 0 0 3 0 3 0 0 0 0 0 0 0 0 0 0 350 08:30 0 284 7 0 291 0 1 7 0 8 0 0 0 0 0 0 0 0 0 0 299 08:45 0 379 1 0 380 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 380 Total 0 1346 19 0 1365 0 1 15 0 16 0 0 0 0 0 0 0 0 0 0 1381 BREAK— 0 11:4Total 0 6114 8 0 622 1 0 0 7 0 71 0 0 0 0 0 1 1 1 0 0 21 631 12:00 0 310 6 0 316 0 0 3 0 3 0 0 0 0 0 0 0 0 0 0 319 '12:15 D 313 2 0 315 0 2 1 0 3 0 0 0 0 0 0 0 0 0 0 318 12:30 0 300 4 0 304 0 0 0 0 0 0 0 0 0 0 D 0 0 0 0 304 12:45 0 306 3 0 309 0 0 2 0 2 0 0 0 0 0 0 0 0 0 0 311 Total 0 1229 15 0 1244 0 2 6 0 8 0 0 0 0 01 0 0 0 0 0 1252 13:00 0 290 3 0 293 0 0 2 0 2 0 0 0 0 0 0 0 0 0 0 295 13:15 0 311 3 0 314 0 0 4 0 4 0 0 0 0 0 0 4 0 0 4 322 BREAK Total 0 601 6 0 607 0 0 6 0 61 D 0 D 0 0 j 0 4 0 0 4 F 617 BREAK 16:00 0 250 6 0 256 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 257 16:15 0 261 12 0 273 0 0 8 0 8 0 0 0 0 0 0 0 0 0 0 281 16:30 0 186 3 0 189 0 0 6 0 6 0 0 0 0 0 0 0 0 0 0 195 16:45 0 192 3 0 195 0 0 5 0 5 0 0 0 0 0 0 0 0 0 0 200 Total 0 889 24 0 913 0 0 20 0 20 0 0 0 0 D 1 0 0 D 0 0 933 17:00 0 227 4 0 231 0 0 1 0 1 0 0 0 0 0 0 0 D D 0 232 17:15 0 211 5 0 216 0 0 6 0 6 0 0 0 0 0 0 0 0 0 0 222 17:30 0 217 5 0 222 0 1 5 0 6 0 0 0 0 0 0 0 0 0 0 228 17:45 0 184 2 0 186 0 0 5 0 5 0 0 0 0 0 0 0 0 0 D 191 Total 0 839 16 0 855 0 1 17 0 18 0 0 0 0 01 0 0 0 0 0 873 Grand Total 0 7083 100 0 7183 0 4 76 0 80 0 0 0 0 0 1 6 0 0 7 7270 Apprch% 0 98.6 1.4 0 0 5 95 0 0 0 0 0 14.3 85.7 0 0 Total% 0 97.4 1.4 0 98.8 0 0.1 1 0 1.1 0 0 0 0 0 0 0.1 0 0 0.1 Autos 0 6748 %Autos 0 95.3 97 0 95.3 0 100 94.7 0 95 0 0 0 0 0 100 100 0 0 100 95.3 Heavy Vehicles %Heayvehh*s 0 4.7 3 0 4.7 0 0 5.3 0 5 0 0 0 0 0 0 0 0 0 0 4.7 308 Traf Tech Engineering Inca File Name : 6-Overseas Hwy & Julep Rd SIB Site Code : 00000000 Start Date : 4/20/2022 Page No : 4 SB Overseas Hwy Julep Rd SB Overseas Hwy Julep Rd From North From East From South From West Start Time Right Thru Left LLT... .7a., Right Thru Left LLTum: .,., Right Thru Left 14Tvm� Tom, Ri ht ThruLeft ohms Toti, InL7atal Peak Hour Analysis From 07:00 to 08:45-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 07:00 0 436 2 0 438 0 0 2 0 2 0 0 0 0 0 0 1 0 0 1 441 07:15 0 420 1 0 421 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 422 07:30 0 369 1 0 370 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 370 07:45 0 340 8 0 348 0 0 2 0 2 0 0 0 0 0 0 0 0 0 0 350 Total Volume 0 1565 12 0 1577 0 0 5 0 5 0 0 0 0 0 0 1 0 0 1 1583 %Aoo.Total 0 99.2 0.6 0 0 0 100 0 0 0 0 0 0 100 0 0 PHF .000 .897 .375 .000 .900 .000 .000 .625 .000 .625 .000 .000 .000 .000 .000 .000 .250 .000 .000 .250 .897 Autos 0 1460 %Autos 0 93.3 100 0 93.3 0 0 100 0 100 0 0 0 0 0 0 100 0 0 100 93.4 Heavy vehicies %Heavy vah1des 0 6.7 0 0 6.7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.6 5B Overseas Hwy Out In Total 1472 1105 0 105 105 Oil 0 1460 12 0 105 0 0 15 5 2 0 Ight Thru Left U-Turns Peak Hour Data �000 s� . o North 2 � Peak Hour Begins at 07:OC 2 0 0 0 _ a- 75 000Lw� Autos c"arna n 0 0 o Hea Vehicles � 30� 7 E �O O oo � oao- 00 7 m '� I F' Left Thru Ri ht U-Tums 0 0 0 v 0 o v v 0 0 v 0 1105 0 1465 Out In Total 309 Traf Tech Engineering Inc. File Name : 6-Overseas Hwy & Julep Rd SB Site Cade : 00000000 Start Date : 4/20/2022 Page No : 5 SB Overseas Hwy Julep Rd SB Overseas Hwy Julep Rd From North From East = From South From West Start Time I Rlg07j7hrU LeftI u.n,,.I Aw.yow I Right I Thru I Left ur-m. .moo I Right Thru FLeft umn. Tows Right Thru I Left umm, .turn Int Total Peak Hour Analysis From 11:30 to 13:15-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:30 11:30 0 302 5 0 307 0 0 3 0 3 0 0 0 0 0 1 0 0 0 1 311 11:45 0 312 3 0 315 0 0 4 0 4 0 0 0 0 0 0 1 0 0 1 320 12:00 0 310 6 0 316 0 0 3 0 3 0 0 0 0 0 0 0 0 0 0 319 12:15 0 313 2 0 315 0 2 1 0 3 0 0 0 0 0 0 0 0 0 0 318 Total volume 0 1237 16 0 1253 0 2 11 0 13 0 0 0 0 0 1 1 0 0 2 1268 %App.Total 0 98.7 1.3 0 0 15.4 84.6 0 0 0 0 0 50 50 0 0 PHF .000 .988 .667 .000 .991 .000 .250 .688 .000 .813 .000 .000 .000 .000 .000 .250 .250 .000 .000 .500 .991 Autos 0 1196 %Autos 0 96.7 87.5 0 96.6 0 100 90.9 0 92.3 0 0 0 0 0 100 100 0 0 100 96.5 Heavy Vehicles 45 Heavy VaMdas 0 3.3 12.5 0 3.4 0 0 9.1 0 7.7 0 0 0 0 0 0 0 0 0 0 3.5 SB Overseas Hwy Out In Total L 0� 123 kL43 to Iu01 43 0 0 1196 14 0 0 49 2 0 0 1237 16 0 ,i�ht Thru Left U-Turns _I Peak Hour Data vov oao � o I L—toA O h � C O O O o North a c w r Peak Hour Begins at 11:30 ' 2 c ro m _ Autos W N a o a [HeaWyehicles 1 0 0 oa o Ncoo om-Nr°1 T Left Thru RI ht U-Turns 0 0 0 0 0 0 FIC 0 0 0 1242 0 1249 Out In Total 310 Traf Tech Engineering Inco File Name : 6-Overseas Hwy & Julep Rd SB Site Code : 00000000 Start Date : 4/20/2022 Page No : 6 SB Overseas Hwy Julep Rd SB Overseas Hwy I Julep Rd From North From East From South From West Start Right Thru Left U-T-, AM.UW Right Thru Left u-Tum. App.Te. Right Thru Left u-T.m App.Taal Right Thru Left umm. Ate.Tmr In1.Tatel Time Peak Hour Analysis From 16:00 to 17:45-Peak 1 of i Peak Hour for Entire Intersection Begins at 16:00 16:00 0 250 6 0 256 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 257 16:15 0 261 12 0 273 0 0 8 0 8 0 0 0 0 0 0 0 0 0 0 281 16:30 0 186 3 0 189 0 0 6 0 6 0 0 0 0 0 0 0 0 0 0 195 16:45 0 192 3 0 195 0 0 5 0 5 0 0 0 0 0 0 0 0 0 0 200 Total Volume 0 889 24 0 913 0 0 20 0 20 0 0 0 0 0 0 0 0 0 0 933 %App.Total 0 97.4 2.6 0 0 0 100 0 0 0 0 0 0 0 0 0 PHF .000 .852 .500 .000 .836 .000 .000 .625 .000 .625 .000 .000 .000 .000 .000 1 .000 .000 .000 .000 .000 .830 Autos 0 860 24 0 884 0 0 19 0 19 0 0 0 0 0 0 0 0 0 0 9" %Autos 0 96.7 100 0 96.8 0 0 95.0 0 95.0 0 0 0 0 0 0 0 0 0 0 96.8 Heavy VehTdas %H9MVehWn 0 3.3 0 0 3.2 0 0 5.0 0 5.0 0 0 0 0 0 0 0 0 0 0 3.2 SB Overseas Hwy Out In Total 0 884 884 0 29 29 0 3 0 829 24 0 29 0 0 24 0 i8ht Tiru Left U-Turns Peak Hour Data 000 00 o mJ L� O W I 0 0 2 North c c o c r—� Peak Hour Begins at 1 U m a— o o Autos 0 0 0 Hea V Iles w o D O O O O E � 000 W Left ThTu Ri ht U-Turns 0 0 0 0 0 0 0 o v o v [ 79 909 0 909 Out In Total 311 Traf Tech Engineering Ines File Name : 7-Overseas Hwy & Julep Rd NB Site Code : 00000000 Start Date : 4/20/2022 Page No : 1 Groups Printed-Autos-Heavv Vehicles NB Overseas Hwy Julep Rd NB Overseas Hwy Julep Rd From North From East From South From West 51artTime Right Thru Left llTum, .Tw, Right Thru I Left LhT- .Twi Right I Thru I Left u.r.- 6R.Taw RI nt Thru Left ,,Tu., .To.l lht--- 07:00 0 0 0 0 0 2 0 0 0 2 0 92 0 0 92 0 1 2 0 3 97 07:15 0 0 0 0 0 0 1 0 0 1 0 155 1 0 156 0 1 0 0 1 158 07:30 0 0 0 0 0 0 0 0 0 0 1 205 0 0 206 0 1 1 0 2 208 07:45 0 0 0 0 0 0 2 0 0 2 0 169 1 0 170 0 3 5 0 8 180 Total 0 0 0 0 0 2 3 0 0 5 1 621 2 0 624 0 6 8 0 14 643 08:00 0 0 0 0 0 1 0 0 0 1 3 216 1 0 220 0 1 2 0 3 224 08:15 0 0 0 0 0 3 4 0 0 7 4 169 0 0 173 1 3 2 0 6 186 08:30 0 0 0 0 0 2 5 0 0 7 1 192 0 0 193 0 2 4 0 6 206 08:45 0 0 0 0 0 2 0 0 0 2 1 203 0 0 204 0 1 0 0 1 207 Total 0 0 0 0 0 8 9 0 0 17 9 780 1 0 790 1 7 8 0 16 823 ***BREAK*** 11:30 0 0 0 0 0 2 1 0 0 3 6 258 2 0 266 0 3 2 0 5 274 11:45 0 0 0 0 0 1 4 0 0 5 0 266 0 0 266 0 2 2 0 4 275 Total 0 0 0 0 01 3 5 0 0 81 6 524 2 0 532 0 5 4 0 9 1 549 12:00 0 0 0 0 0 1 3 0 0 4 3 270 0 0 273 0 0 6 0 6 283 12:15 0 0 0 0 0 1 1 0 0 2 2 262 2 0 266 0 0 2 0 2 270 12:30 0 0 0 0 0 2 0 0 0 2 4 267 1 0 272 0 1 3 0 4 278 12:45 0 0 0 0 0 1 1 0 0 2 0 294 0 0 294 0 1 1 0 2 298 Total 0 0 0 0 0 5 5 0 0 10 9 1093 3 0 1105 0 2 12 0 14 1129 13:00 0 0 0 0 0 0 0 0 0 0 0 264 1 0 265 0 0 2 0 2 267 13:15 0 0 0 0 0 3 2 0 0 5 0 303 1 0 304 0 1 6 0 7 316 kkk BREAK Total 0 0 0 0 0 3 2 0 0 5 1 0 567 2 0 5691 0 1 8 0 9 F 583 kkk BREAK kkk 16:00 0 0 0 0 0 3 1 0 0 4 5 372 0 0 377 0 0 3 0 3 384 16:15 0 0 0 0 0 8 5 0 0 13 4 377 2 0 383 0 8 3 0 11 407 16:30 0 0 0 0 0 7 5 0 0 12 3 367 1 0 371 0 2 1 0 3 386 16:45 0 0 0 0 0 4 4 0 1 9 2 345 1 0 348 0 3 0 0 3 360 Total 0 0 0 0 0 22 15 0 1 36 14 1461 4 0 14791 0 13 7 0 20 1537 17:00 0 0 0 0 0 2 1 0 0 3 7 420 0 0 427 0 1 4 0 5 435 17:15 0 0 0 0 0 3 4 0 0 7 5 344 1 0 350 0 3 2 0 5 362 17:30 0 0 0 0 0 3 7 0 0 10 4 349 0 0 353 0 4 1 0 5 368 17:45 0 0 0 0 0 1 6 0 0 7 4 324 0 0 328 0 0 2 0 2 337 Total 0 0 0 0 0 9 18 0 0 27 20 1437 1 0 1458 0 8 9 0 17 1502 Grand Total 0 0 0 0 0 52 57 0 1 110 59 6483 15 0 6557 1 42 56 0 99 6766 Apprch% 0 0 0 0 47.3 51.8 0 0.9 0.9 98.9 0.2 0 1 42.4 56.6 0 Total% 0 0 0 0 0 0.8 0.8 0 0 1.6 0.9 95.8 0.2 0 96.9 0 0.6 0.8 0 1.5 Autos 0 0 0 0 0 52 54 0 1 107 54 6179 %Autos 0 0 0 0 0 100 94.7 0 100 97.3 91.5 95.3 100 0 95.3 100 100 96.4 0 98 95.4 Heavy VeNrIee %Heavy vahklas 0 0 0 0 0 0 5.3 0 0 2.7 8.5 4.7 0 0 4.7 0 0 3.6 0 2 4.6 312 Traf 1 eah Enginleering Inc. File Name : 7-Overseas Hwy & Julep Rd NB Site Code : 00000000 Start Date : 4/20/2022 Page No : 3 NB Overseas Hwy Julep Rd NB Overseas Hwy Julep Rd From North From East From South From West Start Time Right I Thru I Left uTum, To al Right Thru I Left I 7Tu.. Tani Right Thru I Left I uTom, Taal Right I Thru I Left u.T.m, To at IntTolal Peak Hour Analysis From 07:00 to 09:45-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 08:00 0 0 0 0 0 1 0 0 0 1 3 216 1 0 220 0 1 2 0 3 224 08:15 0 0 0 0 0 3 4 0 0 7 4 169 0 0 173 1 3 2 0 6 186 08:30 0 0 0 0 0 2 5 0 0 7 1 192 0 0 193 0 2 4 0 6 206 08:45 0 0 0 0 0 2 0 0 0 2 1 203 0 0 204 0 1 0 0 1 207 Total Volume 0 0 0 0 0 8 9 0 0 17 9 780 1 0 790 1 7 8 0 16 823 %App,Total 0 0 0 0 47.1 52.9 0 0 1.1 98.7 0.1 0 6.2 43.8 50 0 PHF .000 .000 .000 .000 .000 .667 .450 .000 .000 .607 .563 .903 .250 .000 .898 .250 .583 .500 .000 .667 .919 Autos 0 0 0 0 0 8 7 0 0 15 9 747 1 0 757 1 7 7 0 15 787 %Autos 0 0 0 0 0 100 77.8 0 0 88.2 100 95.8 100 0 95.8 100 100 87.5 0 93.8 95.6 Heavy Vehicles %Heavy Vehiden 0 0 0 0 0 0 22.2 0 0 11.8 0 4.2 0 0 4.2 0 0 12.5 0 6.3 4.4 NB Overseas Hwy Out 1 1 762 0 762 34 0 34 796 0 0 0 0 0 0 0 0 ;i IN Thru Left U-Turns B Peak Hour Data ��MP Imo.—e6� I— J OeOm 2It; _= �'- —� Peak Hour Begins at 08:0 2 0 N-4CD '0 tos rrQ d a E ea Ve es o 0 C o O oo � c cc mNj j H F, Left Thru Ri U- ur s 1 747 9 0 0 33 0 0 1 78Q 9 6 790 733 Out In Total 313 Traf leah Engineering Inc. File Name : 7-Overseas Hwy & Julep Rd NB Site Code : 00000000 Start Date : 4/20/2022 Page No : 5 NB Overseas Hwy Julep Rd NB Overseas Hwy Julep Rd From North From East From South From West Start Right Thru Left -rim, app.torn Rig ht Thru Left Unm, two.T,ui Right ThN Leff vnm, nyp.rani Right Th. Left ate.r,.i Inl.Tala1 Time Peak Hour Analysis From 11:30 to 13:15-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:30 12:30 0 0 0 0 0 2 0 0 0 2 4 267 1 0 272 0 1 3 0 4 278 12:45 0 0 0 0 0 1 1 0 0 2 0 294 0 0 294 0 1 1 0 2 298 13:00 0 0 0 0 0 0 0 0 0 0 0 264 1 0 265 0 0 2 0 2 267 13:15 0 0 0 0 0 3 2 0 0 5 0 303 1 0 304 0 1 6 0 7 316 Total Volume 0 0 0 0 0 6 3 0 0 9 4 1126 ` 3 0 1135 0 3 12 0 15 1159 %APD.Total 0 0 0 0 65.7 33.3 0 0 0.4 99.4 0.3 0 0 20 80 0 PHF .000 .000 .000 .000 .000 .500 .375 .000 .000 .450 .250 .931 .750 .000 .933 .000 .750 .500 .000 .536 .917 Autos 0 0 0 0 0 6 3 0 0 9 4 1058 %Autos 0 0 0 0 0 100 100 0 0 100 100 93.8 100 0 93.8 0 100 100 0 100 94.0 Heavy Vehicles %HeavyVaNdes 0 0 0 0 0 0 0 0 0 0 0 6.2 0 0 6.2 0 0 0 0 0 6.0 NB Overseas Hwy Out In Total 1076 D 1076 7D 0 70 1146 0 0 0 0 0 0 0 0 0 0 fight Thru Lek` U-Toms Peak Hour Data AL O 4f J �03001 � mom North o v" of o ua i.- Peak Hour Begins at 12:3 2 w c w c` C— Sv G C 6, Autos wc� e� CD .Vehicles O ��000 C �4 00 FE C _� 000 N rl" Left Thru Ritiht U-Turns 3 1070 4 0 0 0 0 112 4 0 [AD 1135 11135 Out In Total 314 Traf Tech Engineering Ines File Name : 7-Overseas Hwy & Julep Rd NB Site Code : 00000000 Start Date : 4/20/2022 Page No : 6 NB Overseas Hwy Julep Rd NB Overseas Hwy Julep Rd From North From East From South From West Start Time Right Thru I Left I . . Taw Right I Thru I Left I u.T—,I App.rua.I RI ht Thru �m. .T.w I Right I Thru Inc Total Peak Hour Analysis From 16:00 to 17:45-Peak 1 of 1 Peak Hourfor Entire Intersection Begins at 16:15 16:15 0 0 0 0 0 8 5 0 0 13 4 377 2 0 383 0 8 3 0 11 407 16:30 0 0 0 0 0 7 5 0 0 12 3 367 1 0 371 0 2 1 0 3 386 16:45 0 0 0 0 0 4 4 0 1 9 2 345 1 0 348 0 3 0 0 3 360 17:00 0 0 0 0 0 2 1 0 0 3 7 420 0 0 427 0 1 4 0 5 435 Total volume 0 0 0 0 0 21 15 0 1 37 16 1509 4 0 1529 0 14 8 0 22 1588 %App.Total 0 0 0 0 56.8 40.5 0 2.7 1 98.7 0.3 0 0 63.6 36.4 0 PHF .000 .000 .000 .000 .000 .656 .750 .000 .250 .712 .571 .898 .500 .000 .895 .000 .438 .500 .000 .500 .913 Autos 0 0 0 0 0 21 15 0 1 37 13 1447 %Autos 0 0 0 0 0 100 100 0 100 100 81.3 95.9 100 0 95.7 0 100 100 0 100 95.9 Heavy Vehicles %Heald Whldes 0 0 0 0 0 0 0 0 0 0 18.8 4.1 0 0 4.3 0 0 0 0 0 4.1 NB Overseas Hwy Out In Total 1476 0 i476 h1 d6 0 62 0 0 0 0 0 o a 4 0 ,fight Thru Left U-Tums Peak Hour Data 0o0 _ mJ i o h � •S•�O-N+ O W V.. p o c 2 North of C N N! ,- —� Peak Hour Begins at 10:15 2 Z,c n— a 000 Autos o Wow u HeavyVehicles ��o 0 0 � N C G 0� CO CF 2-1 m a5W W� O T F+ Left Thru RI ht U-Turns 4 1447113 62 0 62 3 0 4 16091 16 0 0 1529 1525 Out to Total 315 Traf Tech Engineering Inc. File Name : 8-Overseas Hwy & Ocean Blvd Site Cade : 00000000 Start Date : 4/20/2022 Page No : 1 Groups Printed-Autos-HeavyVehicies Overseas Hwy Lincoln Ave Overseas Hwy Lincoln Ave From North From East From South From West Start Time Right Thru Left I uTuma I 8,,.Tomj Right LThrU Lett u-Tum. Am.Tom Ri ht Thru Left urume .Tome Right I Thru Left I u-Tums 1 Awrom Int.Tolal 07:00 25 374 0 0 399 0 0 6 0 6 0 100 4 0 104 6 0 8 0 14 523 07:15 21 421 0 0 442 1 1 0 0 2 1 145 7 0 153 6 0 9 0 15 612 07:30 21 286 0 0 307 0 0 1 0 1 2 202 12 0 216 3 0 13 0 16 540 07:45 25 284 6 0 315 0 0 2 0 2 1 154 13 0 168 8 0 15 0 23 508 Total 92 1365 6 0 1463 1 1 9 0 11 4 601 36 0 641 23 0 45 0 68 2183 08:00 26 260 0 0 286 0 1 0 0 1 1 192 7 1 201 9 0 19 0 28 516 08:15 21 288 0 0 309 1 0 2 0 3 1 163 8 0 172 8 1 14 0 23 507 08:30 30 255 1 0 286 0 0 0 0 0 0 186 12 0 198 7 0 12 0 19 503 08:45 36 309 0 0 345 1 0 0 0 1 0 170 5 2 177 4 0 19 0 23 546 Total 113 1112 1 0 1226 2 1 2 0 5 2 711 32 3 748 28 1 64 0 93 2072 **'BREAK*** 231 13 37 "10 11:4 42 264 2 15 Total 89 544 3 0 637 2 2 2 0 6 4 447 19 1 471 28 10 71 0 100112/4 12:00 49 292 1 0 342 1 0 0 0 1 1 233 16 1 251 15 3 37 0 55 649 12:15 47 270 2 0 319 2 2 1 0 5 1 205 13 0 219 15 0 30 0 45 588 12:30 40 272 1 0 313 0 1 2 0 3 0 307 10 1 318 16 0 39 0 55 689 12:46 40 276 2 0 318 1 1 0 0 2 0 223 14 0 237 14 0 52 0 66 623 Total 176 1110 6 0 1292 4 4 3 0 11 2 968 53 2 1025 60 3 158 0 221 2549 13:00 39 262 3 0 304 0 0 0 0 0 1 0 255 17 0 272 15 1 28 0 44 1 620 13:15 33 258 0 0 291 0 0 1 0 1 2 268 8 0 278 12 2 44 0 581 628 ***BREAK*** Total 72 520 3 0 5951 0 0 1 0 1 1 2 523 25 0 5501 27 3 72 0 102 F 1-24-8 ***BREAK**' 16:00 31 221 0 0 252 0 1 1 0 2 3 366 7 0 376 13 0 38 0 51 681 16:15 30 236 2 0 268 0 0 1 0 1 1 313 8 0 322 9 0 38 0 47 638 16:30 31 186 0 0 217 0 0 3 0 3 0 358 5 1 364 12 0 46 0 58 642 16:45 29 191 2 0 222 0 1 1 0 2 0 321 6 0 327 10 1 25 0 36 587 Total 121 834 4 0 959 0 2 6 0 8 4 1358 26 1 1389 1 44 1 147 0 192 2548 17:00 24 188 1 0 213 0 0 1 0 1 0 370 7 0 377 9 0 42 0 51 642 17:15 30 200 1 0 231 0 0 0 0 0 1 329 3 0 333 6 0 33 0 39 603 17:30 31 225 1 0 257 1 2 0 0 3 1 340 12 0 353 9 0 42 0 51 664 17:45 28 160 1 0 189 1 0 0 0 1 0 257 6 0 263 5 2 37 0 44 497 Total 113 773 4 0 890 2 2 1 0 5 2 1296 28 0 13261 29 2 154 0 185 2406 Grand Total 776 6258 27 1 7062 11 12 24 0 47 20 5904 219 7 6150 239 11 711 0 961 14220 Apprch% 11 88.6 0.4 0 23.4 25.5 51.1 0 0.3 96 3.6 0.1 24.9 1.1 74 0 Total% 5.5 44 0.2 0 49.7 0.1 0.1 0.2 0 0.3 0.1 41.5 1.5 0 43.2 1.7 0.1 5 0 6.8 Autos 767 5994 5625 13646 %Autos 98.8 95.8 92.6 100 96.1 100 100 100 0 100 95 95.3 98.6 85.7 95.4 97.9 100 98.6 0 98.4 96 Heavy Vehicles %Heavy Vehicles 1.2 4.2 7.4 0 3.9 0 0 0 0 0 5 4.7 1.4 14.3 4.6 2.1 0 1.4 0 1.6 4 316 Traf Tech Engineering Inc. File Name : 8-Overseas Hwy & Ocean Blvd Site Code : 00000000 Start Date : 4/20/2022 Page No : 4 Overseas Hwy Lincoln Ave Overseas Hwy Lincoln Ave From North From East From South From West Start Right ThYu Left -- ,wp.ra.i Right ThYu Left uaum� aoc�ratai Right 7hrU Left LLmm. npp.tom Right Thru Left UT- npp.total Int.Tesal Time Peak Hour Analysis From 07:00 to 08:45-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 07:00 25 374 0 0 399 0 0 6 0 6 0 100 4 0 104 6 0 8 0 14 523 07:15 21 421 0 0 442 1 1 0 0 2 1 145 7 0 153 6 0 9 0 15 612 07:30 21 286 0 0 307 0 0 1 0 1 2 202 12 0 216 3 0 13 0 16 540 07:45 25 284 6 0 315 0 0 2 0 2 1 154 13 0 168 8 0 15 0 23 508 Total Volume 92 1365 6 0 1463 1 1 9 0 11 4 601 36 0 641 23 0 45 0 68 2183 %App.Totat 6.3 93.3 0A 0 9.1 9.1 81.8 0 0.6 93.8 5.6 0 33.8 0 66.2 0 PHF .920 .811 .250 .000 .827 .250 .250 .375 .000 .458 .500 .744 .692 .000 .742 .719 .000 .750 .000 .739 .892 Autos 88 1282 %Autos 95.7 93.9 83.3 0 94.0 100 100 100 0 100 100 94.5 97.2 0 94.7 87.0 0 97.8 0 94.1 94.2 Heavy Vehicles %HeavyveNd" 4.3 6.1 16.7 0 6.0 0 0 0 0 0 0 5.5 2.8 0 5.3 13.0 0 2.2 0 5.9 5.8 Overseas Hwy Out In Total 613 1375 1988 34 88 122 7 88 1282 5 00 4 83 1 0 92 1365 6 0 ;Ight Th Left U-Turns Peak Hour Data �o 0 0 0 North o f iO r Peak Hour Begins at 07:0 2 c _ N N Autos N J 1 v,- p of I. Hea Vehicles N VI O 0 0o E c ��roG 3 F. 7 u, 41 F, Left Thm Ri ht U-Turns 35 568 4 33 1 33 0 {) 36 601 4 0 -9178 11 34 1396 6 I 2038 Out In Total 317 Traf Tech Engineering Ina. File Name : 8-Overseas Hwy & Ocean Blvd Site Code : 00000000 Start Date : 4/20/2022 Page No : 5 Overseas Hwy Lincoln Ave Overseas Huy Lincoln Ave From North From East From South From West start Right Thru Left uT-. AM T.W. RI hl Thru Left U•Tume AW.Toni RI .ht Thru Left U-Tum A".Telal Right Thru Left U-Tome Time 9 9 s AppTcu Inr.resal Peak Hour Analysis From 11:30 to 13:15-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:30 12:30 40 272 1 0 313 0 1 2 0 3 0 307 10 1 318 16 0 39 0 55 689 12:45 40 276 2 0 318 1 1 0 0 2 0 223 14 0 237 14 0 52 0 66 623 13:00 39 262 3 0 304 0 0 0 0 0 0 255 17 0 272 15 1 28 0 44 620 13:15 33 258 0 0 291 0 0 1 0 1 2 268 8 0 278 12 2 44 0 58 628 Total volume 152 1068 6 0 1226 1 2 3 0 6 2 1063 49 1 1105 57 3 163 0 223 2560 %App.Total 12.4 87.1 0.5 0 16.7 33.3 50 0 0.2 95.3 4.4 0.1 25.6 1.3 73.1 0 PHF .950 .967 .500 .000 .964 .250 .500 .375 .000 .500 .250 .857 .721 .250 .869 .891 .375 .784 .000 .845 .929 Autos 150 1029 %Autos 98.7 96.3 100 0 96.7 100 100 100 0 100 50.0 92.6 98.0 100 92.8 100 100 97.5 0 98.2 95.1 Heavy Vehlcles %HeavyVehU. 1.3 3.7 0 0 3.3 0 0 0 0 0 50.0 7.4 2.0 0 7.2 0 0 2.5 0 1.8 4.9 Overseas Hwy Out In Total 1135 1185 2320 82 41 123 1217 152 1029 6 A 2 39 0 1 2 fight T ru Left U-Turns Peak Hour Data O ^N r1 ryJ _0 r>c North m 2 S � c N N Peak Hour Begins at 12:3 , 2 N o N _$ _ 7 r Autos o D Heavv Vehicles Q ON N oo E C �o j y QQ 41 F, Left Thru Ri ht U-Tums 48 975 1 1 7a 1 v 491 10531 21 1 1089 1024 M22 39 801128 1104 Out In Total 318 Iraf Tech Engineering Inc, File Name : 8-Overseas Hwy & Ocean Blvd Site Code : 00000000 Start Date : 4/20/2022 Page No : 6 Overseas Hwy Lincoln Ave Overseas Hwy Lincoln Ave From North From East From South From West Start Right Thru Left I LLrIm, AM TOW Right I Thru Left wmm, App,Tdal Right Thru Left arum, A"J.wi Right Thru Left ows tm.Tolal Time Peak Hour Analysis From 16:00 to 17:45-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:00 16:00 31 221 0 0 262 0 1 1 0 2 3 366 7 0 376 13 0 38 0 51 681 16:15 30 236 2 0 268 0 0 1 0 1 1 313 8 0 322 9 0 38 0 47 638 16:30 31 186 0 0 217 0 0 3 0 3 0 358 5 1 364 12 0 46 0 58 642 16:45 29 191 2 0 222 0 1 1 0 2 0 321 6 0 327 10 1 25 0 36 587 Total volume 121 834 4 0 959 0 2 6 0 8 4 1358 26 1 1389 44 1 147 0 192 2548 %Apo.Total 12.6 87 0.4 0 0 25 75 0 0.3 97.8 1.9 0.1 22.9 0.5 76.6 0 PHF .976 .883 .500 .000 .895 .000 .500 .500 .000 .667 .333 .928 .813 .250 .924 .946 .250 .799 .000 .828 .935 Autos 120 810 4 0 934 0 2 6 0 8 4 1308 %Autos 99.2 97.1 100 0 97.4 0 100 100 0 100 100 96.3 100 100 96.4 100 100 99.3 0 99.5 97.0 Hean vehicles %Heaw vehldes 0.8 2.9 0 0 2.6 0 0 0 0 0 0 3.7 0 0 3.6 0 0 0.7 0 0.5 3.0 Overseas Hwy Out In Total 1551 925 2386 120 810 4 00 1 24 0 0 121 834 4 0 Right Thru Left U-Turns Peak Hour Data 01N� (Dr t� a 000 0 2 North o o da»r O1' F—� Peak Hour Begins at 16:00 2 Autos m o n `J_m—rn B Ve e5 WOW @ h o 0 O O H OF O O 4� I F1' Left Thru Ri ht U-Turns 26 i308 4 1 0 50 0 0 26 1358 4 1 824 13881 350 22g2 Out In Total 319 Appendix F FDOT 2022 Peak Season Factor Category Report 320 2022 PEAK SEASON FACTOR CATEGORY REPORT REPORT TYPE: ALI, CATEGORY, 9000 MONROE COUNTYWIDE MOCF: 0 . 92 WEEK DATES s F PscF 1 01/01/2022 - 01/01/2022 1 . 03 1. 10 2 01/02/2022 - 01/08/2022 1. 00 1 . 09 3 01/09/2022 - 01/15/2022 0 . 98 1. 017 4 01/16/2022 - 01/22/2022 0. 97 1 . 05, 5 01/23/2022 - 01/29/2022 0 .9s 1 . 03 * 6 01/30/2022 - 02/05/2022 0 . 94 1 , 02 * 7 02/06/2022 - 02/12/2022 0 . 93 1 . 01 * 8 02/13/2022 - 02/19/2022 0 . 91. 0, 99 * 9 02/20/2022 - 02/26/2022 0 . 91, 0 .99 *10 02/27/2022 03/05/2022 0. 9.1 0 - 99 *11 03/06/2022 03/12/2022 0 . 91 0 . 99 *12 03/13/2022 03/19/2022 0 . 91 0 , 99 *13 03/20/2022 03/26/2022 0. 91 0 . 99 *14 03/27/2022 04/02/2022 V92 Voo *25 04/03/2022 u 04/09/2022 0. 93 1 . 01 *16 04/10/2022 04/16/2022 0 , 94 1 . 02 *17 04/17/2022 04/23/2022 0„95 1.03 *18 04/24/2022 04/30/2022 0 ' 95 1 . 03, 19 05/01/2022 05/07/2022 0 , 96 1 04 20 05/08/2022 05/14/2022 0.97 1 , 05 21 05/15/2022 05/21/2022 0 , 98 1 0'� 22 05/22/2022 05/28/2022 0199 1 , 08 23 05/29/2022 06/04/2022 1 . 00 1 . 09 24 06/05/2022 06/11/2022 1 .02 2„ 10 25 06/12/2022 06/18/2022 1 , 02 1 , 11 26 06/29/2022 06/25/2022 1 . 01 1 , 10 27 06/26/2022 07/02/2022 0 , 99 1 08 28 07/03/2022 07/09/2022 0198 1 . 07 29 07/10/2022 07/16/2022 0 .97 1105 30 07/17/2022 07/23/2022 0 .98 1 . 0V 31 07/24/2022 07/30/2022 0 . 99 1 . 08 32 07/31/2022 08/06/2022 1 . 00 33 08/07/2022 08/13/2022 1 .02 34 08/14/2022 08/20/2022 1 .03 1 . 12 35 08/21/2022 08/27/2022 V0? 1 . 16 36 08/28/2022 09/03/2022 1 . 20 1 . 20 37 09/04/2022 - 09/10/2022 1 . 14 1 . 24 38 09/11 /2022 - 09/17/2022 1 . 18 1 .28 39 09/18/2022 - 09/24/2022 1 . 16 1 , 26 40 09/25/2022 10/01/2022 1 . 14 1 .24 41 10/02/2022 - 10/08/2022 1 . 12 1 .22 42 10/09/2022 - 10/15/2022 2 . 10 1, 20 43 10/16/2022 10/22/2022 1 .09 1 . 18 44 10/22/2022 - 10/29/2022 1 .09 1 . 18 45 10/30/2022 - 11/05/2022 1 . 09 1 . 18 46 11/06/2022 11/12/2022 Vos 3 . 17 47 31 /13/2D22 - 11/19/2022 1 .08 1. 17 48 11/20/2022 - 11/26/2022 1 . 06 1 . 15 49 11/27/2022 - 12/03/2022 Vos 1 . 14 50 32/04/2022 - 12/10/2022 1 .03 1. 12 51 12/11/2022 - 12/17/2022 1 . 01 3 . 10 52 12/18/2022 - 12/24/2022 1 . 00 3 . 09 53 22/25/2022 - 12/31/2022 0 , 98 1 . 07 PEAK SEASON 23-FE1- -2023 09 :11 :23 8301.11:'E.1 6 9000 PKSEASON.TXT 321 Appendix G Relevant Excerpts from the ITE Trip Generation Manual (I1 th Edition) 322 Land Use: 140 Manufacturing Description A manufacturing facility is an area where the primary activity is the conversion of raw materials or parts into finished products. Size and type of activity may vary substantially from one facility to another. In addition to the actual production of goods, a manufacturing facility typically has an office and may provide space for warehouse, research, and associated functions. General light industrial (Land Use 110) and industrial park (Land Use 130) are related uses. Additional Data The technical appendices provide supporting information on time-of-day distributions for this land use. The appendices can be accessed through either the ITETripGen web app or the trip generation resource page on the ITE website (https://www.ite.or9/technical-resources/topics/trip- .-parking.generation/). The sites were surveyed in the 1980s, the 1990s,the 2000s, and the 2010s in Alberta (CAN), California, Minnesota, Missouri, New Jersey, New York, Oregon, Pennsylvania, South Dakota, Texas, Vermont, Washington, and West Virginia. Source Numbers 177, 179, 184, 241, 357, 384, 418, 443, 583, 598, 611, 728, 747, 875, 879, 940, 969, 1067, 1068, 1082 66 Trip Generation Manual 11th Edition -Volume 3 KF 323 Manufacturing (140) Vehicle Trip Ends vs: Acres On a: Weekday Setting/Location: General Urban/Suburban Number of Studies: 37 Avg. Num. of Acres: 24 Directional Distribution: 50% entering, 50% exiting Vehicle Trip Generation per Acre Average Rate Range of Rates Standard Deviation 39.53 3.72-245.83 27.04 Data Plot and Equation 8000 X X 6000 .................... / / / IA fl / 4000 ....................................................................��.. ........................................................... f // v / I� / / / / // i X * X X, . X x X °° 100 200 X=Number of Acres X Study Site Fitted Curve ---- Average Rate Fitted Curve Equation.T=37,05(X)+60.72 RI=0.80 General Urban/Suburban and Rural (Land Uses 000-399) as 324 Land Use: 220 Multifamily Housing (Low-Rise) Description Low-rise multifamily housing includes apartments,townhouses, and condominiums located within the same building with at least three other dwelling units and that have two or three floors (levels). Various configurations fit this description, including walkup apartment, mansion apartment, and stacked townhouse. • A walkup apartment typically is two or three floors in height with dwelling units that are accessed by a single or multiple entrances with stairways and hallways. • A mansion apartment is a single structure that contains several apartments within what appears to be a single-family dwelling unit. • A fourplex is a single two-story structure with two matching dwelling units on the ground and second floors.Access to the individual units is typically internal to the structure and provided through a central entry and stairway. • A stacked townhouse is designed to match the external appearance of a townhouse. But,unlike a townhouse dwelling unit that only shares walls with an adjoining unit,the stacked townhouse units share both floors and walls. Access to the individual units is typically internal to the structure and provided through a central entry and stairway. Multifamily housing (mid-rise) (Land Use 221), multifamily housing (high-rise) (Land Use 222), affordable housing (Land Use 223), and off-campus student apartment (low-rise) (Land Use 225) are related land uses. Land Use Subcategory Data are presented for two subcategories for this land use: (1) not close to rail transit and (2) close to rail transit. A site is considered close to rail transit if the walking distance between the residential site entrance and the closest rail transit station entrance is 1/2 mile or less. Additional Data For the three sites for which both the number of residents and the number of occupied dwelling units were available,there were an average of 2.72 residents per occupied dwelling unit. For the two sites for which the numbers of both total dwelling units and occupied dwelling units were available, an average of 96.2 percent of the total dwelling units were occupied. The technical appendices provide supporting information on time-of-day distributions for this land use. The appendices can be accessed through either the ITETripGen web app or the trip 252 Trip Generation Manual 11th Edition •Volume 3 KIM 325 generation resource page on the ITE website (httpsZ/ nyw ,ite;or9/technical-resources/topics/trip- and_parkin.generation/}. For the three sites for which data were provided for both occupied dwelling units and residents, there was an average of 2.72 residents per occupied dwelling unit. It is expected that the number of bedrooms and number of residents are likely correlated to the trips generated by a residential site. To assist in future analysis, trip generation studies of all multifamily housing should attempt to obtain information on occupancy rate and on the mix of residential unit sizes (i.e., number of units by number of bedrooms at the site complex). The sites were surveyed in the 1980s,the 1990s,the 2000s,the 2010s, and the 2020s in British Columbia (CAN), California, Delaware, Florida, Georgia, Illinois, Indiana, Maine, Maryland, Massachusetts, Minnesota, New Jersey, Ontario (CAN), Oregon, Pennsylvania, South Carolina, South Dakota,Tennessee,Texas, Utah, and Washington. Source Numbers 188, 204, 237, 300, 305, 306, 320, 321, 357, 390, 412, 525, 530, 579, 583, 638, 864, 866, 896, 901, 903, 904, 936, 939, 944, 946, 947, 948, 963, 964, 966, 967, 1012, 1013, 1014, 1036, 1047, 1056, 1071, 1076 KGeneral Urban/Suburban and Rural (Land Uses 000-399) 253 326 Multifamily Housing (Low-Rise) Not Close to Rail Transit (220) Vehicle Trip Ends vs: Dwelling Units On a: Weekday Setting/Location: General Urban/Suburban Number of Studies: 22 Avg. Num. of Dwelling Units: 229 Directional Distribution: 50%entering, 50% exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 6.74 2.46- 12.50 1.79 Data Plot and Equation 4000 X X .. ... 3000 , i i X 1� X , c X - W X H a :.......................... ' .-........................ H 2O00 ;.. .. }...... H X X X X X X • ...... ............. 1000 .. X !� X X 0 0 t00 200 300 400 500 X=Number of Dwelling Units X Study Site Fitted Curve ----- Average Rate Fitted Curve Equation:T=6.41(X)+75.31 RI=0.86 254 Trip Generation Manual 11th Edition •Volume 3u' 327 Multifamily Housing (Low-Rise) Not Close to Rail Transit (220) Vehicle Trip Ends vs: Dwelling Units On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location: General Urban/Suburban Number of Studies: 49 Avg. Num. of Dwelling Units: 249 Directional Distribution: 24% entering, 76% exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.40 0.13-0.73 0.12 Data Plot and Equation 300 r . r r X r r r X r r r - r XCr ............................. .... ..... x.......... ........,......................... ...............; 200 X X , a Lu X r i t`— X r u Xi r X X 100 .............X. x X XX X _. . ... r �x 0 0 1000 2000 X=Number of Dwelling Units X Study Site Fitted Curve ————- Average Rate Fitted Curve Equation:T=0.31(X)+22.85 RI=0.79 KEF General Urban/Suburban and Rural (Land Uses 000-399) 255 328 Multifamily Housing (Low-Rise) Not Close to Rail Transit (220) Vehicle Trip Ends vs: Dwelling Units On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location: General Urban/Suburban Number of Studies: 59 Avg. Num. of Dwelling Units: 241 Directional Distribution: 63%entering, 37% exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.51 0.08- 1.04 0.15 Data Plot and Equation aoa , ' X nao .......... .. ..... x ........................................,... ..::........:...........:..... ............ m 300 W X , X L -� X. X u � r X �. i 200 X X `X X ' X. 100 . , .. .......'.................:........................':.................... .. ......................... X X X X X 0 0 1000 2000 X=Number of Dwelling Units X Study Site Fitted Curve — - Average Rate Fitted Curve Equation:T=0.43(X)+20.55 R'=0.84 256 Trip Generation Manual 11 th Edition •Volume 3 329 Multifamily Housing (Low-Rise) Not Close to Rail Transit (220) Vehicle Trip Ends vs: Dwelling Units On a: Weekday, PM Peak Hour of Generator Setting/Location: General Urban/Suburban Number of Studies: 38 Avg. Num. of Dwelling Units: 231 Directional Distribution: 62%entering, 38%exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.57 0.25-1.26 0.20 Data Plot and Equation Soo r r X r. :...................................... 400 r r r X r r r , x r v 300Lu r r n _ r a - X F r II M X X r, 200 ...... . ... �. ............ ....... .... .., r X rr XX x r i ..... ..... ...................... .... 100 I` X X r X 0 0 1000 2000 X=Number of Dwelling Units X Study Site Fitted Curve ----- Average Rate Fitted Curve Equation:T=0.42(X)+34.78 RI=0.80 258 Trip Generation Manual I Ith Edition •Volume 3 e 330 Multifamily Housing (Low-Rise) Not Close to Rail Transit (220) Vehicle Trip Ends vs: Dwelling Units On a: Saturday Setting/Location: General Urban/Suburban Number of Studies: 1 Avg. Num. of Dwelling Units: 282 Directional Distribution: 50%entering, 50% exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 4.55 4.55-4.55 *** Data Plot and Equation Caution-Small Sample Size X w` N a 1000 .................. u j 0 0 100 200 300 X=Number of Dwelling Units X Study Site --- - Average Rate Fitted Curve Equation:Not Given Rz=*"* General Urban/Suburban and Rural (Land Uses 000--399) 259 331 Multifamily Housing (Low-Rise) Not Close to Rail Transit (220) Vehicle Trip Ends vs: Dwelling Units On a: Sunday Setting/Location: General Urban/Suburban Number of Studies: 1 Avg. Num.of Dwelling Units: 282 Directional Distribution: 50% entering, 50%exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 3.86 3.86-3.86 *'* Data Plot and Equation Caution—SmaASample Size 2000 C. • .............................................................................................i..........-..... !I ]- F 0 0 100 200 300 X=Number of Dwelling Units X Study Site -- -- Average Rate Fitted Curve Equation:Not Given Rz=*** � C General Urban/Suburban and Rural(Land Uses 000-399) 261 332 Land Use: 850 Supermarket Description A supermarket is a free-standing retail store that sells a complete assortment of food, beverage, food preparation materials, and household products. A supermarket may also provide additional products and services such as a bakery, dry cleaning, floral arrangements, greeting cards, a limited-service bank, and a pharmacy. Additional Data In prior editions of Trip Generation Manual, a separate land use code was assigned to a discount supermarket. With the addition of new supermarket data points, an examination of the database reveals very little difference between trip generation rates for the traditional supermarket and a reported discount supermarket. This examination looked at both the small discount supermarkets and the large discount supermarkets. As a result, all types of supermarkets are included in this land use database. The technical appendices provide supporting information on time-of-day distributions for this land use. The appendices can be accessed through either the ITETripGen web app or the trip generation resource page on the ITE website (https.//www:ite:org/technical-resources/topics/trip, and-parkin:generation/). The sites were surveyed in the 1980s, the 1990s,the 2000s,the 2010s, and the 2020s in Alberta (CAN), California, Colorado, Connecticut, District of Columbia, Florida, Georgia, Illinois, Kentucky, Maryland, Minnesota, Nevada, New Jersey, New York, Ontario (CAN), Oregon, Pennsylvania, South Dakota,Texas, Vermont,Virginia, Washington, and Wisconsin. Source Numbers 213, 221, 236, 251, 273, 305, 359, 365, 438, 440, 442,447, 448, 514, 520, 537, 552, 577, 610,715, 716, 728, 738, 746, 854, 870, 882, 893, 917, 926, 935, 946, 959, 961, 966, 975, 1004, 1009, 1025, 1058, 1063, 1064 ,`gFr General Urban/Suburban and Rural (Land Uses 800-999) 343 333 Supermarket (850) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday Setting/Location: General Urban/Suburban Number of Studies: 22 Avg. 1000 Sq. Ft. GFA: 52 Directional Distribution: 50%entering, 50% exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 93.84 30.09- 170.24 27.05 Data plot and Equation 10000 X .. .. ................... .............. .......................... ----------......----...... x X xi x ........................... ................... ....... ................................. ............. w6000 -.. .................................. .. i LU , . ... a X F- I I F— , i �r i i i i X X .:.....-.-X...........:. ........ . zo00x.. ....................... x X 0 0 20 40 60 80 100 X=1000 Sq.Ft.GFA X Study Site Fitted Curve ----- Average Rate Fitted Curve Equation:T=83.39(X)+539.33 Rx=0.80 344 Trip Generation Manual 11th Edition •Volume 5 W 334 Supermarket (850) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location: General Urban/Suburban Number of Studies: 34 Avg. 1000 Sq. Ft. GFA: 61 Directional Distribution: 59% entering,41% exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 2.86 0.89-9.35 1.45 Data Plot and Equation 400 / / X X i / X X X X X ,' X N x Lu _ /X Q 200 X / II X /X X N X / / X / X X ,' XX X �/ .. X X............X.'; .........X............................. too X ' X / .� X / X ._... X °0 100 200 X=1000 Sq.Ft.GFA X Study Site ----- Average Rate Fitted Curve Equation:Not Given R'=*�+ General Urban/Suburban and Rural (Land Uses 800-999) 345 335 Supermarket (850) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location: General Urban/Suburban Number of Studies: 104 Avg. 1000 Sq. Ft. GFA: 55 Directional Distribution: 50%entering, 50% exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 8.95 3.11 -20.30 3.32 Data Plot and Equation 2000 .......................... .......... .......................... ..._. X X X / w � LU ' X C16 V / 1000 ............................-...........___X........................�.._..._./................ X ' X X X X �// X X X x Xy X X X _. X 1(iX 1� X X X �/ / X xxx X X.,.. X X XXX X X XX X 0 0 100 200 X=1000 Sq.Ft.GFA X Study Site Fitted Curve - --- Average Rate Fitted Curve Equation:Ln(T)=0.81 Ln(X)+2.92 R'=0.67 346 Trip Generation Manual 11th Edition •Volume 5 � 336 Supermarket (850) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday, PM Peak Hour of Generator Setting/Location: General Urban/Suburban Number of Studies: 65 Avg. 1000 Sq. Ft, GFA: 62 Directional Distribution: 51% entering, 49% exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 9.19 3,95- 19.81 3.40 Data Plot and Equation _...................................... . .................................... ............... -.......... 2000 ... X X X V W X i F 1400 ..... .. ... X. X u X X ' X X i X X XX .X� X Xx X,, X X X X X X i XXX X YX X X .X x I X 'X,�X X. ...._. _ 0 0 100 200 X=1000 Sq.Ft.GFA X Study Site Fitted Curve ----- Average Rate Fitted Curve Equation:Ln(T)=0.75 Ln(X)+3.20 R'=0.58 348 Trip Generation Manual 11th Edition •Volume 5 337 Supermarket (850) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Saturday Setting/Location: General Urban/Suburban Number of Studies: 18 Avg. 1000 Sq. Ft. GFA: 72 Directional Distribution: 50% entering, 50% exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 112.76 46.55-190.51 27.25 Data Plot and Equation 20000 X x w X.. N f Q / ...................... .......................................................................... 10000 x x x X / / X X '� } / / X 0 0 100 200 X=1000 Sq.Ft.GFA X Study Site Fitted Curve ----- Average Rate Fitted Curve Equation:T m 96.65(X)+1152.12 R'=0.69 General Urban/Suburban and Rural (Land Uses 800-999) 349 338 Supermarket (850) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Sunday Setting/Location: General Urban/Suburban Number of Studies: 15 Avg. 1000 Sq. Ft. GFA: 74 Directional Distribution: 50% entering, 50%exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 102.42 56.45- 177.81 24.60 Data Plot and Equation 20000 Lu 10 Q X .E ........... .....................................................,.;-.. ... . X �. X X X , .X X , i i i X 0 0 100 200 X=1000 Sq.Ft.GFA X Study Site Fitted Curve ----- Average Rate Fitted Curve Equation:Ln(T)=0.76 Ln(X)+5.67 R'=0.63 General Urban/Suburban and Rural (Land Uses 800-999) 351 339 Vehicle Pass-By Rates by Land Use Source:ITE Trip Generation Manual,11th Edition Land Use Cade 850 Land Use Supermarket Setting General Urban/Suburban Time Period Weekday PM Peak Period #Data Sites 43 Average Pass-By Rate 24% Pass-By Characteristics for Individual Sites Survey Pass-By Non-Pass-By Trips Adj Street Daily GFA(000) State or Province Year #Interviews Trip(%) Primary(%) Diverted(%) Total(%j volume source 15.16 Florida 1993 161 23 51 26 77 — 33 31 Nebraska 1990 — 19 36 45 81 48700 31 31 Nebraska 1990 — 28 40 32 72 23500 31 31 Florida 1993 1 440 35 — — 65 — 30 34 Nebraska 1990 — 44 29 27 56 15200 31 50 Kansas 1998 33 9 70 21 91 — 31 55 Nebraska 1990 — 27 35 38 73 27200 31 65 Nebraska 1990 — 25 25 50 75 44700 31 66 Nebraska 1990 — 23 30 47 77 63000 31 66 Oregon 2010 382 18 47 35 82 — 27 67 Washington 2010 1 — 25 40 35 75 — 27 70 Nebraska 1990 — 26 30 44 74 34300 31 71.717 Oregon 2001 — 31 51 18 69 — 18 72 Oregon 2001 827 31 51 18 69 — 18 74.63 Oregon 2001 — 33 1 40 27 67 — 18 75 Oregon 2001 786 33 40 27 67 — 18 79 Washington 2001 884 34 39 27 66 — 18 79 Oregon 2001 637 13 52 35 87 — 18 79 California 2002 547 15 64 21 85 — 18 79 California 2002 798 20 58 1 22 80 -- 18 79.097 California 2002 — 15 64 21 85 1 — 18 79.097 Oregon 2001 1 — 13 52 35 87 — 18 79.324 California 2002 — 20 58 22 80 — 18 79.336 Washington 2001 --- 34 39 27 66 — 18 79.771 Nevada 2002 — 38 44 18 62 — 18 80 Nevada 2002 478 38 44 18 62 -- 18 80 California 2002 617 12 68 20 88 — 18 80 California 2002 538 25 52 23 75 — 18 80.147 California 2002 — 12 68 20 88 — 18 80.147 California 2002 — 1 25 52 23 75 — 18 81 New York 1997 — 31 46 23 69 — 26 87.4 New York 1997 — 32 55 13 68 — 26 88 California 2010 497 15 49 36 85 — 27 89.8 New York 1997 — 38 47 15 62 — 26 93 Washington 2010 440 21 41 38 79 1 — 27 94 Oregon 2002 536 7 45 48 93 — 27 95 California 2010 — 16 56 28 84 — 27 96 California 2010 — 19 48 33 81 — 27 96 California 2010 — 15 64 21 85 — 27 99 California 2010 — 17 54 29 83 -- 27 104 California 2010 — 18 55 27 82 — 27 105.3 Newyork 1997 — 33 48 19 67 — 26 123.5 Newyork 1997 — 26 44 30 74 — 26 340 Land Use: 899 Liquor Store Description A liquor store specializes in the sale of prepackaged alcoholic beverages intended to be consumed off the store's premises. Additional Data The technical appendices provide supporting information on time-of-day distributions for this land use. The appendices can be accessed through either the ITETripGen web app or the trip generation resource page on the ITE website (hops://www.ite.or�/technical resources/topics/trip; and.-parki nc,ueneration/). The sites were surveyed in the 1990s and the 2010s in Alberta (CAN), Minnesota, New Jersey, and Minnesota. Source Numbers 870, 973, 1004, 1049 WE= General Urban/Suburban and Rural (Land Uses 800-999) 581 341 Liquor Store (899) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday Setting/Location: General Urban/Suburban Number of Studies: 5 Avg, 1000 Sq. Ft. GFA: 9 Directional Distribution: 50% entering, 50% exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 107.21 82.63- 183.33 40.75 Data Plot and Equation ................. ........... 2000 — ....... .................... N , W x. Q is ..................... n i F , i f l i i i i , i i X � ! i i i ° ° 10 20 X=1000 Sq.Ft.GFA X Study Site Fitted Curve -- -- Average Rate Fitted Curve Equation:Ln(T)=0.52 Ln(X)+5.75 Rx_D.74 582 Trip Generation Manual 11th Edition •Volume 5 342 Liquor Store (899) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location: General Urban/Suburban Number of Studies: 4 Avg. 1000 Sq. Ft. GFA: 8 Directional Distribution: 79% entering, 21% exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 0.59 0.00-1.36 0.68 Data Plot and Equation 20 X w Q r� x 0 0 10 20 X=1000 Sq,Ft.GFA X Study Site ----- Average Rate Fitted Curve Equation:Not Given R'= we General Urban/Suburban and Rural (Land Uses 800-999) 583 343 Liquor Store (899) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location: General Urban/Suburban Number of Studies: 9 Avg. 1000 Sq. Ft. GFA: 8 Directional Distribution: 50% entering, 50% exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 16.62 8,43-48.60 8.86 Data Plot and Equation 300 ..... ....:. . . .. ........:. ... .. 200 X / N / C. / / X II // / / / r 100 ..... ..................... i...._...__....._.........;.....................................,................... ........... ;X / i/ / / / / / / 0 0 10 20 X=1000 Sq.Ft.GFA X Study Site Fitted Curve ----- Average Rate Fitted Curve Equation: Ln(T)=0.47 Ln(X)+3.91 RI=0.73 584 Trip Generation Manual 11th Edition •Volume 5f7w 344 Liquor Store (899) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday, PM Peak Hour of Generator Setting/Location: General Urban/Suburban Number of Studies: 12 Avg. 1000 Sq. Ft. GFA: 6 Directional Distribution: 50% entering, 50%exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 17.00 8.43-48.60 8.40 Data Plot and Equation 300 200 f X / / Lu / �(]() .................... ..... ............................ ........................... ., ............................. •X -. .. ._ . 4< X,/ 0 0 10 20 X=1000 Sq.Ft.GFA X Study Site Fitted Curve ----- Average Rate Fitted Curve Equation:Ln(T)=0.65 Ln(X)+3.50 RI=0.73 586 Trip Generation Manual 11th Edition•Volume 5 345 Appendix H Future Intersection Turning Movement Volume Development Worksheets 346 FUTURE TURNING MOVEMENT VOLUME ANALYSIS Overseas Highway I US 1 and Camelot Drive Weekday AM Peak Hour Overseas Highway overseas Highway Camelot Drive Keys Jewish Center Northbound Southbounid Eastbound Westbound Description Left Through Right Left Through Right Left Through Right Left Through Right Existing Traffic(4120/2022) 17 629 0 2 1,460 17 6 0 22 0 0 0 Season Adjustment Factor 1.03 1.03 1.03 1,03 1.03 1,03 1.03 1,03 1.03 1.03 1,03 1.03 2022 Peak Season Traffic 18 648 G 2 1,504 18 6 0 23 0 0 0 Annual Growth Rate 1.90% 1.90% 1.90% 1,90% 1.90% 1,90% 1,90% 1.90% 1.90% 1,90% 1,90% 1,90% 2024 Background Traffic 18 673 0 2 1,561 18 6 0 24 0 0 0 Mixed-Use Dev.-Primary Trips 5 15 15 5 M,ixed-Ulse Dev.-Pass-By Trips -.2 2024 T otal TraffiZ 686 1,576 18 0 347 FUTURE TURNING MOVEMENT VOLUME ANALYSIS Overseas Highway/U'S 1 and Camelot Drive Weekday Mid-Day Peak Hour Overseas Highway Overseas Highway Camelot Drive Keys Jewish Center Northbound Southbou,nd Eastbound Westbound Description Left Through Right Left Through Right Left Through Right Left Through Right Existing Traffic(4/20/2022) 21 1,030 2 2 1,246 8 12 0 31 0 0 1 Season Adjustment Factor 1.03 1.03 1.03 1.03 1.03 1,0,3 1,03 1,03 1.03 1,03 1.03 im 2022 Peak Season Traffic 22 1,061 2 2 1,282 8 12 0 32 0 0 1 Annual Growth Rate 1.90% 1,90% 1,90% 1.90% 1.90% 1.90% 1.90% 1.90% 1.90% 1.90% 1.90% 1,90% 12024 Background Traffic 22 1,102 2 2 1,332 9 13 0 33 0 0 1 Mixed-Use Dev.. Primary Trips 14 44 48 16 Mixed-Use Dev,-Pass-By Trips 11 204 TRA Wiffic-1 2 2 1,330 9 13 0 49 0 348 FUTURE TURNING MOVEMENT VOLUME ANALYSIS Overseas Highway I US 1 and Camelot Drive Weekday PM Peak Hour Overseas Highway overseas Highway Camelot Drive Keys Jewish Center Northbound Southbound Eastbound Westbound Description Left Through Right Left Through Right Left Through Right Left Through Right �Existing Traffic(4/20/2022) 34 1,487 0 3 917 10 11 0 21 0 0 0 Season Adjustment Factor .03 1,03 1.03 1,03 1.03 1,03 1.03 1,03 1.03 1,03 1.03 1.03 2022 Peak Season Traffic J 35 1,532_0 3 1 945 10 11 0 22 0 — 0 0 Annual Growth Rate 1.90% 1.90% 1.190% 1,90% 1.90% 1.90% 1.90% 1.90% 1.90% 1.90% 1.90% 1.90% 2024 Background Traffic 36 1,590 0 3 981 11 12 0 22 0 0 0 Mixed-Use Dev,-Primary Trips 14 45 47 15 Mixed-Use Dev.-Pass-By Trips -1 2624 Mal Traffil 50 _.1,634 028 11 0 349 FUTURE TURNING MOVEMENT VOLUME ANALYSIS overseas Highway/US 1 and Burton Drive(Northbound) Weekday AM Peak Hour overseas Highway Burton Drive Burton Drive Northbound Southbound Eastbound Westbound Description Left Through Right Left Through Right Left Through Right FLeft Through Right lExisting Traffic(4120/2022) 1 728 64 0 0 0 2 40 0 0 100 85 Season Adjustment Factor 1.03 1.03 1.03 1,03 1.03 1.03 1.03 1.03 1.03 1.03 1,03 1.03 2022 Peak Season Traffic ri -750 66 0 0 —0 2 41 0 0 103 88 '5 Annual Growth Rate 1.90% 1,90% 1.90% 1.90% 1.90% 1.90% 1,90% 1.90% 1.90% 1,90% 1,90% 1.90% 2024 Background Traffic 1 779 68 0 0 0 2 43 0 0 107 91 ,Mixed-Use Dev,-Primary Trips 20 11 11 Mixed-Use Dev.-Pass-By Trips -2 0 ota ra c 350 FUTURE TURNING MOVEMENT VOLUME ANALYSIS overseas Highway/US I and Burton Drive(Northbound) Weekday Miid-Day Peak Hour Overseas Highway Burton Drive Burton Drive Northbound Southbound T Eastbound Westbound t Left Through Description Left Through Highway Left Through Right Left Through Right Left Through Right Existing Traffic(4120/2022) 5 1,081 80 0 0 0 4 67 0 0 77 69 Season Adjustment Factor 1,03 1.03 1,03 1.03 1.03 1.03 1.03 1,03 1.03 1,03 1,03 1.03 2022-Peak Season Traffic 5 1,113 82 0 0 0 4 69 0 0 79 it Annual Growth,Rate 1.90% 1.90% 1,90% 1,90% 1.90% 1,90% 1.90% 1,90% 1.90% 1.90% 1.90% 1.90% 2024 Background Traffic 5 1,156 86 0 0 0 4 72 0 0 82 74 Mixed-Use Dev.-Primary Trips 58 32 35 Mixed-Use Dev.-Pass-By Trips I I HN frota l Traffic F--F--T,214 1,18 1 0 6 0 0 74 1 351 FUTURE TURNING MOVEMENT VOLUME ANALYSIS Overseas Highway/US 1 and Burton Drive(Northbound) Weekday PM Peak Hour Overseas Highway Burton Drive Burton,Drive Northbound Southbound Eastbound Westbound Description Lett. Through Right Left Through Right I Left Through Right Left Through Right Existing Traffic(4/20/2022) 6 1,511, 122 0 0 0 8 73 0 0 77 66 Season Adjustment Factor 1.03 1.03 1,03, 1.03 1.03 1.03 1.03 1,03 1.03 1,03 1.03 1.03 2022 Peak Season Traffic 6 1,556 126 0 0 0 8 75 0 0 79 68 Annual Growth Rate 1.90% 1.90% 1.90% 1.90% 1.90% 1,90% 1.90% 1.90% 1.90% 1,90% 1.90% 1.90% 2024 Background Traffic 6 1,616 130 0 0 0 9 78 0 0 82 71 Mixed-Use Dev.-Primary Trips 59 32 35 Mixed-Use Dev.-Pass-By Trips -I I I I 2024 Total Traffiic, 1674._ 162 9 78 0 0 352 FUTURE TURNING MOVEMENT VOLUME ANALYSIS overseas Highway I US 1 and Burton Drive(Southbound) Weekday AM Peak Hour Overseas Highway Burton Drive Overseas "'thbo'nd So Through Northbound Southboun,d Eastbound Westbound 7Descrlpfi7on Left Through Right Left Through Right Left Through Right Left Through Right L Exisfing Traffic(4/20/2022) 0 T 1�,438 0 0 0 0 118 0 0 0 0 46 Season Adjustment Factor 1.03 1,03 1,03 1,03 1,103 1.03 1.03 1.03 1.03 1.03 1.03 1.03 2022 Peak SeasonTraffic 0 0 47 11481 0 0 0 0 122 0 0 — I go.1 1,90% 1,90% 1.90% 1.90% 1.90% 1 go�Z. 1,90.1. 1 90.1. 1 9 0.1. 1 90% Annual Growth Rate 1.90% 1.90% 1,90% 1.90% 1.90% 1.90% 1.90% 2024 Background Traffic 0 0 0 49 1,538 0 0 0 0 126 0 0 Mixed-Use Dev.-Primary Trips 20 11 Mixed-Use Dev.-Pass-By Trips ota ra c 49 8 0 1 U 01 U 353 FUTURE TURNING MOVEMENT'VOLUME ANALYSIS Overseas Highway/US I and Burton Drive(Southbound) Weekday Mid-Day Peak Hour Overseas Highway Burton Drive Northbound Southbound Eastbound Westbound Description Left Through Right Left Through Right Left Through Right Left Through Right Existing Traffic(4/20/2022) 0 0 0 67 1,196 0 0 0 0 69 0 0 Season Adjustment Factor 1.03 1.03 1,03 1,03 1.03 1.03 1,03 1,03 1.03 1,03 1.03 1,03 2022 Peak Season Traffic 0 0 0 1 69 11232 0 0 0 0 71 0 0 - Annual Growth Rate 1.90% 1.90% 1.90% 1,90% 1.90% 1.90% 1.90% 1.90% 1,90% 1,90% 1.90% 1.90% 2024 Background Traffic 0 0 0 72 1,279 0 0 0 0 74 01 0 Mixed-Use Dev,-Primary Trips 64 35 Mixed-Use Dev,-Pass-By Trips1 1 2024 Total Traffic 0 72 __ 1,343 0 J.'_1109 0 354 FUTURE TURNING MOVEMENT VOLUME ANALYSIS Overseas Highway I US I and Burton Drive(Southbound) Weekday PM Peak Hour overseas Highway Burton Drive Northbound Southbound Eas u;tbond Westbound Description Left Through Right Left Through Right LLeftThrough Right Left Through Existing Traffic(4/20/2022) 0 0 0 90 881 0 0 0 0 82 0 0 Season Adjustment Factor 1.03 1.03 1.03 1,03 1.03 1.03 1.03 1,03 1.03 1,03 1.03 1.03 2022 Peak Season Traffic 0 0 0 93 907 0 0 0 0 84 0 0 Annual Growth Rate 1.90% 1.90% 1.90% 1,90% 1.90% 1,90% 1,90% 1,90% 1.90% 1.90% 1.90% 1,90%1 2024 Background Traffic 0 0 0 96 942 0 0 0 0 88 0 0 Mixed-Use Dev.-Primary Trips 62 35 Mixed-Use Dev.-Pass-By Trips I � 004 0 0 0 0 123 U 355 FUTURE TURNING MOVEMENT VOLUME ANALYSIS Overseas Highway I US 1 and Project Driveway(Northbound) Weekday AM Peak Hour Overseas Highway Connector Project Driveway Northbound Southbound Eastbound Westbound !Description Left Through Right Left Through Right Left Through Right Left Through Right Existing Traffic(4/20/2022) 20 783 0 0 0 0 6 0 0 0 0 0 Season Adjustment Factor 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1,03 2022 Peak Season Traffic 21 806 0 0 0 0 6 0 0 0 0 0 Annual Growth Rate 1.90% 1,90% 1.90% 1.90% 1.90% 1.90% 1.90% 1.90% 1,90% 1.90% 1.90% 1,90% 2024 Background Traffic 21 837 0 0 0 0 6 0 0 0 0 0 Mixed-Use Dev.. Primary Trips 39 31 37 31 Mixed-Use Dev.-Pass-By Trips -6 6 13 9 4 2024 Tota I Traiff is 21 831 46 0 - 0 0 6 356 FUTURE TURNING MOVEMENT VOLUME ANALYSIS overseas Highway I US I and Project Driveway(Northbound) Weekday Mid-Day Peak Hour Overseas Highway Connector Project Driveway Northbound Southbound Eastbound Westbound Description Left Through Right Left Through Right Left Through Right Left Through Right Existing Traffic(4/20/2022) 18 1,,191 0 0 0 0 10 0 0 0 0 0 Season Adjustment Factor 1,03 1,03 1.03 1,03 1.03 1.03 1,03 1.03 1,03 1.03 1.03 1.03 2022 Peak Season Traffic 19 1,227 0 _0 0 0 10 0 0 0 0 0 — Annual Growth Rate 1.90% 1.90% 1.90% 1.90% 1.90% 1.90% 1.90% 1.90% 1.90% 1.910% 1.90% 1.90% 2024 Background Traffic 19 1,274 0 0 0 0 11 0 0 0 0 0 Mixed-Use Dev.-Primary Trips 120 99 ill 90 Mixed-Use Dev.-Pass-By Trips -25 25 34 33 25 12024 Tota-Mrawc 19 1, A11 133 357 FUTURE TURNING MOVEMENT VOLUME ANALYSIS Overseas Highway/US 1 and Project Driveway(Northbound) Weekday PM Peak Hour Overseas Highway Connector Project Driveway Northbound Southbound Eastbound Westbound Description Left Through Right Left Through Right Left Through Right Left Through, Right Existing Traffic(4/20/2022) 29 1,587 0 0 0 0 9 0 0 0 0 0 Season Adjustment Factor 1.03 1.03 1.03 1.03 1,03 1.03 1.03 1.03 1,03 1.03 1.03 1.03 2022 Peak Season Traffic 1 30 1,635 0 0 0 0 9 0 0 0 0 0 Annual Growth Rate 1.90% 1.90% 1,90% 1.90% 1,90% 1.900/0 1.90% 1.90% 1.90% 1.90% 1.90% 1.90% 2024 Background Traffic 31 1,697 0 0 0 0 10, 0 0 0 0 0 Mixed-Use Dev.-Primary Trips 119 97 112 91 Mixed-Use Dev,-Pass-By Trips -38 38 22 22 37 ;4d rota ", k; 11_=,659 1157 0 0 0 1 10 119, 0 134 128 358 FUTURE TURNING MOVEMENT VOLUME ANALYSIS Overseas Highway/US 1 and Project Driveway(Southbound) Weekday AM Peak Hour Overseas Highway Connector Northbound Southbo,und Eastbound Westbound Description Left Through Right Left Through Right Left Through Right Left Through Right 0 16 0 0 03 03 1.03 1.03 71 0 F:70 3 0 03 Existing Traffic(4/20/2022) 0 0 0 2 1,593 0 0 0 0 0 tm t Factor 1.03 1.03 1.03 Season Adjustment Factor 1.03 1.03 1�03 1.03 1.03 1.03, 1,03 () P., so 2 22 k Sea n T'.fti, 0 0 0 2 1,641 0 0 0 0 6 0 0 Annual Growth Rate 1.90% 1.90% 1.90% 1.90% 1.90% 1.90% 1,90% 1.90% 1,90% 1.90%® 1,90% 1.90% 2024 Background Traffic 0 0 0 2 1,704 0 0 0 0 6 0 0 iMixed-Use Dev.-Primary Trips 31 37 Mixed-Use Dev.-Pass-By Trips 13 -13 2624 ToGaffraar,2�1 0 359 FUTURE TURNING MOVEMENT VOLUME ANALYSIS Overseas Highway/US I and Project Driveway(Southbouind) Weekday Mid-Day Peak Hour Overseas Highway Connector Northbound Southbound Eastbound Westbound Description Left Through Right Left Through Right Left Through Right Left Through Right Existing Traffic(4/20/2022) 0 0 0 2 1,356 0 0 0 0 11 0 0 Season Adjustment Factor 1,03 1.03 1.03 1,03 1.03 1,03 1.03 1.03 1,03 1,03 1.03 1,03 2022 Peak Season Traffic 0 0 0 2 1,397 0 0 0 0 11 0 0 Annual Growth Rate 1.90% 1.90% 1.90% 1.90% 1.90% 1,90% 1.90% 1.90% 1.90% 1.90% 1.90% 1.901% 2024 Background Traffic 0 0 0 2 1,450 0 0 0 0 12 0 0 Mixed Use Dev.-Primary Trips 99 ill Mixed-Use Dev.-Pass-By Trips 34 -34 33 12024 Total Traffic 0 0 136 1,416 0 0 360 FUTURE TURNING MOVEMENT VOLUME ANALYSIS Overseas Highway I US 1 and Project Driveway(Southbound) Weekday PM Peak Hour Overseas Highway Connector Northbound Southbound Eastbound Westbound Description Left Through Right Left Through Right Left Through Right Left Through Right Existing Traffic(4/20/2022) 0 0 0 4 914 0 0 0 0 9 0 0 Season Adjustment Factor 11.03 1.03 1,03 1.03 1.03 1,03 1,03 1,03 1.03 1,03 1,03 1.03 2022 Peak Season Traffic 0 0 0 4 941 0 0 0 0 9 0 0 — Annual Growth Rate 1.90% 1.90% 11,90% 1.90% 1.90% 1,90% 1.90% 1.90% 1.90% 1.90% 1,90% 1,90% 2024 Background Traffic 0 0 0 4 978 0 0 0 0 10 0 0 Mixed-Use Dev.-Primary Trips 97 112 Mixed-Use Dev.-Pass-By Trips 22 -22 22 INN Total TraffiZ 0 0 444 361 FUTURE TURNING MOVEMENT VOLUME ANALYSIS Overseas Highway I US I and Julop,Road(Northbound) Weekday AM Peak Hour Overseas Highway Julep Road Julep Road Northbound Southbound Eastbound Westbound Description Left Through Right � Left Through Right Left Through Right Left Through Right Existing Traffic(4/20/2022) 1 780 9 0 0 0 8 9 0 0 9 8 Season Adjustment Factor 1.03 1,03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 2022 Peak Season Traffic 1 803 9 0 0 0 a 9 0 0 9 8 Annual Growth Rate 1,90% 1.90% 1.90% 1.90% 1.90% 1.90% 1.90% 1.90% 1,90% 1.90% 1.90% im% 2024 Background Traffic 1 834 10 0 0 0 9 10 0 0 10 9 Mixed-Use Dev.-Primary Trips 37 2 1 Mixed-Use Dev.-Pass-By Trips WN Toital Traffic 871 0 362 FUTURE TURNING MOVEMENT VOLUME ANALYSIS Overseas Highway/US 1 and Julep Road(Northbound) Weekday Mid-Day Peak Hour Overseas Highway Ju7lepRoad Julep Road Road No Eastbound Westbound Through Southbound hro � T rou Left Through Right Description Left gh Right Left Through Right Left Through Right Existing Traffic(4/20/2022) 3 1,128 4 0 0 0 12 3 0 0 3 6 1.03 Season Adjustment Factor 1.03 1,03, 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1,03 T 1, F022 Peak Season Traffic 3 1,162 4 0 0 0 — 12 3 0 0 3 6 Annual Growth Rate 1.90% 1.90% 1.90% 1,90% 1.90% 1.90% 1.90% 1,90% 1.90% 1,90% 1.90% 1.90% 2024 Background Traffic 3 1,206 4 0 0 0 13 3 0 0 3 6 Mixed-Use Dev.-primary Trips 114 4 4 Mixed-Use Dev,-Pass-By Trips 363 FUTURE TURNING MOVEMENT VOLUME ANALYSIS Overseas Highway I US 1 and Julep Road(Northbound) Weekday PM Peak Hour Overseas Highway Julep Road Julep Road Northbound Southbound Eastbound Westbound Description Left Through Right Left Through Right Left Through Right Left Through Right Existing Traffic(4/20/2022) 4 1,509 16 0 0 0 8 14 0 0 16 21 Season Adjustment Factor 1,03 1,03 1.03 1.03 1.03 1.03 1.03 1,03 1.03 1.03 1.03 1.03 2022 Peak Season Traffic 4 1,554 16 0 0 0 8 14 0 0 16 22 Annual Growth Rate 1,90% 1.90% 1.90% 1.90% 1,90% 11.90% 1.90% 1,90% 1.90% 1,90% 1.90% 1,90% 2024 Background Traffic 4 1,614 17 0 0 0 9 15 0 0 17 22 Mixed-Use Dev.-Primary Trips 112 4 4 Mixed-Use Dev.-Pass-By Trips 4 Total Traffic 1;121 �17 0 0 0 364 FUTURE TURNING MOVEMENT VOLUME ANALYSIS Overseas Highway If US I and Julep Road(Southbourrd) Weekday AM Peak Hour Over-- h Julep Road Overseas Highway ,way Eastbound Westbound Northbound Southbou d Northbound 1 777]7h rough Right Left Through Rrght Left Through Right Left Through Right Description Left Through_�e— _ 0 0 Existing Traffic(4/20/2022) FF 0 0 0 12::1,565 0 0 0 0 5 0 0 Season Adjustment Factor 1.03 1.03 1.03 1.03 1,03 1,03 1,03 1.03 1,03 1.03 1.03 1,03 1 1 1 7—_7 0-0 0 2-2:Pea:k:Season Traffic 0 o —0 12 1,612:4 0 0 — :e 0 Annual Growth Rate 1.90% 1.90% 1.90% 1.90% 1.90% 1.90% 1.90% 1.90% 1,90% 1.90% 1.90% 1.90% 2024 Background Traffic 0 0 0 13 1,674 0 0 0 0 5 0 0 Mixed-Use Dev.-Primary Trips 2 35 Mixed-Use Dev.-Pass-By Trips -4 o!ala IS-- 0 365 FUTURE TURNING MOVEMENT VOLUME ANALYSIS Overseas Highway/US I and Julep Road(Southbound) Weekday Mid-Day Peak Hour I Overseas Highway Julep Road Northbound Southbound Eastbound Westbound Description Left Through Right I Left Through Right, Left Through Right � Left Through Right Existing Traffic(4/20/2022) 0 0 0 16 1,237 0 0 0 0 13 0 0 Season Adjustment Factor 1.03 1.03 1.03 1.03 1,03 1,03 1.03 1L03 1.03 1.03 1.03 1.03 2022 Peak Season Traffic -0 0 0 16 1,274 0 0 0 0 13 0 0 Annual Growth Rate 1,90% 1.90% 1,90% 1.90% 1.90% 1.90% 1,90% 1.90% 1.90% 1,90% 1,90% 1.90% 2024 Background Traffic 0 0 0 17 1,323 0 0 0 0 14 0 0 Mixed-Use Dev,-Primary Trips 4 105 Mixed-Use Dev..-Pass-By Trips I 1 -1 1 1 126M T-0—tal rr—affc 4 0 6! 366 FUTURE TURNING MOVEMENT VOLUME ANALYSIS overseas Highway/US 1 and Julep Road(Southbound) Weekday PM Peak Hour Overseas Highway Julep Road Northbound Southbound Eastbound Westbound 7Des7criptlon7 Overseas Left Through Right Left Throu,gh Right Left Through.- Right Left Through - Existing Traffic(4/20/2�022) 0 0 0 24 889 0 0 0 0 20 0 0 c Season Adjustment Factor 1.03 1.03 1,03 1.03 1.03 1.03 1.03 1.03 1.03 1,03 1.03 1.03 2022 Peak Season,-Traffic 0 - 0 0 25 916 0 0 0 0 21 0 0 Annual Growth Rate 1,90% 1.90% 1.90% 1.90% 1.90% 1.90% 1.90% 1,90% 1.90% 1,90% 1.90% 1.90% 2024 Background Traffic 0 0 0 26 951 0 0 0 0 21 0 0 Mixed-Use Lev.-Primary Trips 4 106 Mixed-Use Lev.-Pass-By Trips j2024 Total Traffic 30 21 a 0 367 FUTURE TURNING MOVEMENT VOLUME ANALYSIS Overseas Highway/US I and Ocean Boulevard Weekday AM Peak Hour Overseas Highway Overseas Highway Ocean Boutevardl Ocean Boulevard Northbound Southbound Eastbound Wastbound Description Left Through Right Left Through Right Left Through Right Left Through Right Existing Traffic(4/2012022) 36 601 4 6 1,365 92 45 0 23 9 1 1 Season Adjustment Factor 1.03 1.03 1.03 1,03 1.03 1,03 1.03 1.03 1,03 1.03 1.03 1,03 2022 Peak Season Traffic 37 619 4 6 1,406 95 46 0 24 9 1 1 — Annual Growth Rate 1,90% 1.90% 1,90% 1.90% 1.90% 1,90% 1.90% 1.90% 1,90% 1.90% 1,90% 1.90% 2024 Background Traffic 39 643 4 6 1,460 98 48 0 25 10 1 1 Mixed-Use Dev.-Primary Trips 28 1 28 3 3 1 Mixed-Use Dev.-Pass-By Trips -4 12024 Total Traffic 39 671 4 7 1,4B4 1 61 0- 26 10 �J 368 FUTURE TURNING MOVEMENT VOLUME ANALYSIS Overseas Highway I US 1 and Ocean Boulevard Weekday Mid-Day Peak Hour T Overseas"'Highway— Overseas Highway Ocean Boulevard Ocean Boulevard Overseas Northbound Southbound Eastbound Westbound t 70)escrip7tion777 Left Through Right Left Through Right Left Through _Right Left Through Right Existing Traffic(4/20/2022) so 1,053 2 6 1,068 152 163 3 57 3 2 1 _q. tmp ;Imnr 1. 1,03 1.03 1,03 1.03 1.03 Season Adjustment Factor F1.03 1�..03 1.03 1,03 1.03 1,03 1�03 2022 Peak Season—Traffic 52 1,085 2 6 1,100 157 168 3 59 3 2 1 Annual Growth Rate 1,901% 1.90% 1.90% 1.90% 1.90% 1.90% 1.90% 1,90% 1.90% 1,90% 1.90% 1.90% 12024 Background Traffic 53 1,126 2 6 1,142 163 174 3 61 3 2 1 Mixed-Use Dev.-Primary Trips 90 2 82 8 9 2 Mixed-Use Dev,-Pass-By Trips -1 eta ra is 1,216, 2 61 369 FUTURE TURNING MOVEMENT VOLUME ANALYSIS Overseas Highway 1 US 1 and Ocean Boulevard Weekday PM Peak Hour Overseas Highway Overseas Highw✓ay Ocean Boulevard Ocean Boulevard Northbound Southbound Eastbound Westbound Description Left Through Right Left Through Right Lett Through Right Lett Through Right Existing Traffic(4/2012022) 27 1,358 4 4 834 121 147 1 44 6 2 0 Season Adjustment Factor 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1,03 1,03 1.03 1.03 2022 Peak Season Traffic 28 1,399 4 4 859 125 151 1 45 6 2 0 Annual Growth Rate 1.90% 1.90% 1.9OQ% 1.90% 1.90% 1,90% 1.90% 1.90% 1,90% 1,90% 1.90% 1.90% 2024 Background Traffic 29 1,452 4 4 892 129 157 1 47 6 2 0 Mixed-Use Dev..Primary Trips 89 2 83 8 9 2 Mixed-Use Dev.-Kass-By Trlps atal Trafis 29 1,541, 370 Appendix I Signal Timing Information 371 COUNTY (SECTION) MONROE PROJECT LOCATION US-1 / SR-5 / OVERSEAS HWY AND OCEAN BLVD SO #: 66337 FIELD VISIT DATE: 3/6/2020 Signal Operating Plan PHASE 1 PHASE 2 PHASE 3 • PED Push Button Actuation TF2 TF4 o + ® TF5 TF6YMTF8 • P6 P6 P4T IR 4 H v1Vr �J TT 6R OVERSEAS HWY 2-T J 6 P4" P2 8 P2 Notes: 1) Signalization As-Built Q dated: 712112017. v 2) SOP per signal controller o database configuration dated: 51112019. 372 Florida DOT District 6 903-Signal Controller-US1 1C>Unit Configuration>Unit Configuration FDOT 2.5 Phase Concurrewicy 1 2 3 23 6 7 T8 Ph Phase 2 x x phase 3 Phase! x Phase 5 K fhase 6 X Llh�.7 . 1 Phase 8 x Phase 9 Phase 10 Phase 12 ZI111,11 Phase 14 Phase 15 fia� spwKy Timing Sheets 2/95 2022-09-06 IM30:00 AM 373 Florida DOT District 6 903-Signal Controller-US1 IC > Phases> Phase Sequences FDoT 2.3 Phase Sequence 1 2.3 Phase Sequence 9 Ring 1 2,4 Ring I Ring 2 5,6,8 Ring 2 Ring 3 Ring 3 Ring 4 Ring 4 E- 2.3 Phase Sequence 2 2.3 Phase Sequence 10 r--------Ring I Ring I Sting 2 Ring 2 Ring 3 Ring 3 Ring 4 Ring 4 it 1 2.3 Phase Sequence 3, 2.3 Phase Sequence 11 qRing 1 Ring 1 Ring 2 Ring 2 Ring3 Ring 3 �'g K Ring Ring 4 2.3 Phase Sequence 4 2,3 Phase Sequence 12 Ring I Ring I Ring 2 Ring 2 Ring.3 Ring 3 ]l 3 Ring 4 Ring 4 2.3 Phase Sequence 5 2.3 Phase Sequence 13 ---------- Ring I Ring'1 Ring 2 Ring 2 Ring 3 Ring 3 Ring 4 Ring, 2.3 Phase Sequence 6 2.3 Phase Sequence 14 Ring 1 Ring 1 Ring 2 Ring 2 Ring 3 Ring 3 �'g Ring 4, Ring 4 2.3 Phase Sequence 7 23 Phase Sequence 15 Ring 1 Ring 1 Ring 2 Ring 2 Ring 3 Ring 3 Ring 4 Ring 4 E 2.3 Phase Sequence 8 2,3 Phase Sequence 16 KRing 1 Ring,1. Ring 2 Ring 2 Ring 3 Ring 3 Ring4 rKRi,,g4 f is p a y' Timing Sheets 3/55 2022-09-06 10:30;00 AM 374 Florida DOT District 6 903-Signal Controller-US1 1C > Phases!> Phase Timing FDOT 2.1 Phase Parameters Set.1 1 2 3 4 5 6 7 B ..Min Green_._,_ 0 19 0 7 4 15 0 7 Passage 0.0 5.0 0,0 15 2.5 5.0 0.0 3,5 Max 1 0 60 0 25 25 60 0 25 Max 2 0 90 0 36 25 90 0 36 Maxi 0 0 0 0 0 0 0 0 Max 4 0 0 0 0 0 0 0 0 Yellow Change U 4,8 0,0 3,4 4,8 4,13 U 3.4 Red Clear 0.0 2.0 U 4.4 2.0 2.0 O 0 44 Walk 0 7 0 7 0 7 0 0 Fed Clear 0 12 0 25 0 8 0 0 Added Initial 0.0 2.0 0.0 0.0 0.0 2.0 0,0 U Max Initial 0 30 0 0 0 30 0 0 Time Before Reduction 0 19 49 0 0 is 0 0 Cars Before Reduction 0 0 0 0 0 0 0 0 Time To Reduce 0 35 0 0 0 35 0 0 Reduce By 0.0 0.0 0.0 0�0 0.0 0.0 0.0 0.0 Min Gap 2.0 2.6 3.0 3.5 2.5 2.6 2,0 3.5 Dynamic Max Limit 0 0 0 0 0 0 0 0 Dynamic Max Step 0.0 0.0 0.0 U 0.0 0.0 0.0 010 Red Revert 0.0 2.0 10 2.0 10 2,0 ZO 2.0 Cond.Service Min 0 0 0 0 0 0 0 0 Alternate Min Green 0 0 0 0 0 0 0 0 Alternate Passage 010 010 U 010 U 0.0 0.0 0.0 Alternate Walk 0 0 0 0 0 0 0 0 Alternate Ped Clear 0 0 0 0 0 0 0 0 Advanced Walk 0 0 0 0 0 0 0 Delay Walk 0 0 0 0 0 0 0 0 Start Delay Time 0.0 0,0 U U 010 0,0 0,0 0,0 Green Clear 0 0 0 0 0 0 0 0 2.2 Phase Options Set 1 1 2 3 4 5 6 7 8 Phase Omit X X X Ped Omit X X X Min Veh Recall X X Max Veh Recall Soft Veh Recall Ped Recall X X Ped Recycle Cond.Service Lock Detector Memory Dual Entry X X X X Simultaneous Gap X X Guaranteed Passage :Added Initial Calculation Est In Walk X X Red Rest Auto Flash Entry Auto Flash Exit Non-Actuated 1 Non-Actuated 2 No Backup X Max Walk Max Extension Sequential Timing No Min Yellow FDW Iled Recycle D'imsparky" Timing Sheets 4/55 2022-09-06 1030V, - 375 Florida DOT District 6 903_Sigmal Contrall r_US1 1C> Phases> Phase Timing FDOT 2.1.Phase Parameters Set 2 1 2 3 5 67 8 Fln reers 0 19 0 7 4 1.5 0 7 e 0.0 15 2.0 3,5 2.0 3.5 0A 2.0 0 50 0 25 25 50 0 25 0 90 0 25 25 50 0 25 0 0 0 0 0 0 0 0 0 0 0 0 0 C) 0 , 0 Change 0.0 4.8 0.0 ' .3A 4.8 4.8 0.0 3.4 lear 0.0 2,0 0.0 4A 2.0 2.0 0.0 4.4 0 7 0 7 0 7 0 0 lear 0 12 0 25 0 8 0 0 d Initial 0.0 2.0 0.0 0.0 0.0 2.0 0.0 0.0 nitial 0 30 0 0 0 30 i 0 0 Before Reduction 0 10 0 0 0 10 0 0 Gars Before Reduction 0 0 0 0 0 0 0 0 Time To Reduce 0 16 0 0 0 16 0 0 Reduce By 0.0 0.0 0.0 0.0 010 0.0 0.0 0,0 Min Cap 2.0 2.6 3.0 15 2.5 2.6 2.0 3.5 Dynamic Max Limit 0 0 0 0 0 0 ll Cl Dynamic Max Step 0.0 0.0 0.0 010 0.0 0.0 0A 0.0 Red,Revert 0,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Cond.Service Min 0 0 0 0 0 0 0 0 Alternate Min Green 0 0 0 0 0 0 0 0 Alternate Passage 0.0 0.0 0.0 0.0 0.0 U 0.0 0.0 Alternate Walk 0 0 0 0 0 0 0 0 Alternate Ped Clear 0 0 0 0 0 0 0 0 Advanced Walk 0 0 0 0 (1 0 0 0 Delay Walk C) 0 0 0 0 0 0 0 Start Delay Time 0.,0 0..0 0.0 0.0 0.0 0.0 0.0 0.0 Green Clear 0 0 0 0 0 0 0 0 2.2 Phase Options Set 2 1 2 3 4 5 6 7 8 Phase Ornit Ped C)mit Min Veh Recall X X M,ax.Veh Recall Soft Veh Recall Ped Recall Ped Resycle Cond.Service Lock Detector Memory X X X X X X X X Dual Entry Simultaneous Crap X X X X X X X X Guaranteed Passage Added Initial Calculation Rest In Walk Red Rest Auto Plash Entry Auto Flash Exit Nan-Actuated 1 Non-Actuated 2 .� No Backup Max Walk -_.�.,�..-.._.A..u.�. Max Extension Sequential Timing No Min Yellow FDW Ped Recycle Ti at q b". �lr'll,i n riming Sheets 5/55' 2022 09 06 10.30:00 AM 376 Florida DOT District 6 903-Signal Controller-US1 1C > Phases> Phase Timing FDOT 2.1 Phase Parameters Set 3 1 2, 3 4 5 6 7 Min Green 0 19 0 7 4 is 0 7 Passage 0,.0 5.0 0,0 3.5 2.5 5.0 0.0 33 Max 1 0 50 0 25 25 50 0 25 Max 2 0 90 0 25 25 90 0 25 Max 3 0 0 0 0 0 0 0 0 Max 4, 0 0 0 0 0 0 0 0 Yellow Change 0.0 4.8 0,0 3.4 4.11 4.8 U 14 Red Clear 0.0 2M 0,0 4.4 2.0 2.0 0.0 4.4 'Walls 0 7 0 7 0 7 0 0 Ped Clear 0 12 0 25 0 8 0 0 Added Initial U 10 0.0 0.0 0.,0 ZO 0.0 0.0 Max Initial 0 30 0 0 0 30 0 0 Time Before Reduction 0 20 0 0 0 20 0 0 Cars Before Reduction 0 0 0 0 0 0 0 0 Time To Reduce 0 0 0 0 0 0 0 Reduce By 0.0 0.1 U U 0.0 0.1 0.0 0.0 Min Gap 2.0 3.0 10 3.5 2.5 3.0 2,0 3.5 Dynamic Max Limit 0 0 0 0 0 0 0 0 Dynamic Max Step U 0.0 U 0,0 0.0 0.0 0,0 0.0 Red Revert 0.0 2.0 2,0 2.0 10 2.0 2,0 2.0 Cond.Service Min 0 0 0 0 0 0 0 0 Alternate Min Green 0 0 0 0 0 0 Alternate Passage 010 0.0 0.0 0.0 0.0 0,0 0.0 0.0 Alternate Walk 0 0 0 0 0 0 0 01 Alternate Ped Clear 0 0 0 0 0 0 0 0 Advanced Walk 0 0 0 0 0 0 0 0 Delay Walk 0 0 0 0 0 0 0 0 Start Delay Time 0®0 0.0 0,0 0.0 0.0 U 0.0 0.0 Green Clear 0 0 0 0 0 0 0 D 2.2 Phase Options Set 3 1 2 3 4 Phase Onlit Ped Omit Min Veh Recall X X Max Veh Recall Soft Veh Recall Ped Recall Ped Recycle Cond.Service Lock Detector Memory X X X X X X X X Dual Entry Simultaneous Gap X X X X X X X X Guaranteed Passage Added initial Calculation Rest In Walk Red Rest Auto Flash Entry Auto Flash Exit Non-Actuated I Non-Actuated 2 No Backup Max Walk Max Extension Sequential Timing No Min Yellow FDW Ped Recycle Timing Sheets 6/55 2022-09-06 10:30jin AM 377 Florida DOT District G 903TSignal Controller-US1 1C>Coordination>Coordination Patterns FDOT a 5.2Patterns 1.. 2 3Cr � . cycle'fime 0 G 1'7 0 L1 0 0 DffSel"True^ 9 0 0 0 SY 0 Splft 7 z a 4 5 6 to Sequence 9 I 1 't PhascTuniatp:Sut 1 1 1 2 7 7 Phase Option Set 1 1 Il 1 overlap Set 1, 1 1 1, Ped Delp Set 1. Priority Set 1 1 1. Veh.Det.Set 7 1 7 2 P;d Det..Set Veh.Det,Diall Set Ped,Der.Drag Set Der.,Reset Max2 Phases 2,6 24,6,0 Matta Phases . Max4 Phases~µ Can ectmn Made Default Default Default: Default Default, Default Default; Default Maximum mode Default Default Default: Default Default Default Default Detiault Force Made De�!faault Default Default Default Default I7eYaul'I' Duftault Default Penn Strategy Default Default Dera:ult Default Default fDefau➢t Default EDefau:Vt famtk Strategy C}el'aaslf Default Default. Default Default. Default Defauh Default Early Return Default Default Detach Default Default Default Default Default Texas Diamond Default Default, Default CDelault Default Default Default Default Ilse Percent. Act t:ctnxrl,Enahlakµ Act PercCauie V.alus D I? D 0 0 0 0 0 f1"aXl7,f:➢«,U[i'iY Timing Sheets 10/55 2022.09•0610:30:00AM 378 Florida DOT District 6 903_Si nal Controller_,U511C>Coordination>Coordination patterns 5.:2 Patterns 9 10 11 1.2 13..... 14 � 1S 16 Cycle Tbae 0 0 0 0 0 0 0 0 Oftset'Cime 0 0 f) 0 0 0 0 0 Spfit 9 1,0 11, 12 13 14 15 1.6 Sequence 1 '1 'I. 1 1, 1 1 1 Phase Timing Set 1 1 3 3 Phase Option Set 1. 1. 7. Overlap Set 1 9 1 1 1, Ped Ovlp Set 1 1. 1. I. 1 1 ], 1 Priority Set 1 1 i 1 1. Veh.Det..Set 1 Pel Del.Set i Veh,Det.Drag,,Set 1 1 1 7 1 1 1 1 Ped,Det.Dial;Set, 1 # 1 1 1 Det.Reset. Max2 Phases.� 2,6 Maxi Phases M.ax4 Phases Correction Mode Default Default Default Default Default Default Default Default Maximum Made Defauh. Default Default Default Default', Default: Default Default Force Mode Default Default Default Default D.fauft Default Default DefauVt Perm Strategy � 'Default Default Default Default tlDefauVt', Default Default Defau➢t Omit Wategy �. Default (Default Default Default'. Def'ault'. Default Default De1'au4 Early Return ]Default Default Default Default. De£au0.t. Default Default: Default Texas Diamond Default Dehault Default Default Default Default Default Default Use Percent Act.Ceurd Enable Act Coord Value 0 0 tl 0 0 0 0 (} ------------ . �VatI9,psll'V9y Timing Sheets 19/55 2022-09-0610a30:00AM 379 Florida DOT District 6 90 Signal Controller_US1 1C>Coordination>Split"fables FDOT 5.3 Split Table L. 1 2 1 3 1 +l 1 S S 7 li 9 10 11 12 13 Is Ib Time(Sec) (i 0 0 0 0 0 0 0 0 0 (a 0 0 0 0 0 Mode NONE NONE NONE.; NONE NONE NONE NONE. NONE NONE NONE NONE NONE NONE NONE NONE NONE Caord.Phase Manual Permit 0 0 0 0 {) 0 0 0 d) 0 s) 0 0 0 0 0 ManualOanit 0 0 0 0 0 0 0 0 0 0 (N 0 dl 0 0 0 Min SpHt 0 0 0 0 0 0 0 0 0 0 0 () 0 0 0 0 Reservice Count 0 0 0 0 0 0 O i) 0 O 0 0 0 0 0 0 Reservice Start 0 0 0 0 0 CI 0 0 0 () 0 0 C) 0 0 0 Reseavice End 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.3 Split Table 2 1. 2 3... 4 S s 7 t7 0 10 1.1 1.2 13 14 I,S IG Time(sec) 0 0 0 0 0 0 0 0 ) 0 0 0 0 1) E) 0 Mode NONE' NONE NONE NONE NONE NONE; NONE, NONE NONE NONE NONE NONE NONE NONE NONE NONE Coord.Phase Manual Permit��.. 0 0 0 0 (a (1 0 0 0 0 0 0 0 0 0 0 Manual Onot 0 0 0 (1 () 0 0 4) 0 (} 0 0 0 0 0 0 '....Min.roptM 0 0 0 0 0 0 0 0 0 0 0 0 (1 0 (1 O Reservice Count 0 0 0 0 0 0 0 0 0 0 0 0 0 0 () 0 ReserviceSttart: 0 0 0 0 (1 0 1,1 0 4) 0 0 0 0 0 0 Reservice Trod 0 0 0 0 0 0 0 0 0 0 0 0 ➢) 0 0 0 5.3 Split Talrie 3 1.. 2 3 4 s0 7 0 9 l,p 11 I.Z 13 14 IS iEa Time(Sec) 0 0.. (} 0 0 0 0 0 0 0 0 0 0 0 d).... 0..... Mode NONE; NONE NONE NONE NONE: NONE NONE NONE NONE NONE NONE NONE NONE, NONE NONE NONE: Coord.Phase ManuaV Permit... O 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 Maanual,Omit 0 0 0 0 0 0 0 0 0 0 l) 0 0 0 0 0 Min Split 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservice Count 0 0 0 0 0 0 0 0 0 0 0 (1 0 0 0 0 Reservice Start 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservice End 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 u llllewl`.Hp;4t`4Y Timing Sheets 20J'55 2022.00.0610::30r{)0YtM 380 Florida DOT District b 90 Signal Controller_US11C>Coordination>Split"Fables FDOT 5.3 split Table A 1 2 3 h 5 6 7 4I sl 10 � 12 13 3q tls :: J Time(sec) 0 0 0 0 0 0 () ID 0 0 0 0.... 0 0 0 0 Mode NONE NONE NONE NONE NONE. NONE NONE NONE NONE NONE NONE NONE NONE NOW NONE NONE Coon,.plrastr..�. Manual Permit 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M;anualOrnit 11D 0 0 0 0 0 0 0 0 ID 0 0 0 0 0 0 minspht 0 0 0 ft 0 0 0 0 (1 0 0 0 0 0 0 0 Reservice Count 0 0 0 0 0 0 0 13 0 0 0 0 0 0 0 0 Reservice Start .� 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Rescrvice End 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13 srr9lt Table.5 1 2 3 4 5 6 7 0 "3 10 ... 11 1 1;3 lh 15 1tr Trine(sec) 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 Meade. NONE NONE NON'lt NONE NONE NONIii NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE (:cord.Phase Manual Permit. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Manual Omit (1 0 0 0 0 0 0 0 11 0 0 0 0 0 0 0 Min fiplit 0 0 0 0 0 0 0 0 0 0 0 0 0 f1 Ck 0 Reservice Count 0 0 0 0 (1 0 0 0 0 0 0 0 0 11 0 0 Reservice Start 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservice find 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0, 5.3 Split Table 6 1 2 3 rl 5 6 7 E1 'i0 11, 1.2 13 1h 15 16 Time(sev) (} 0 0 0 0 0 0 0 0 0 _._0.. 0 0 0 lD 0 Marie ��. NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE" NONE NONE NONE Coord.Phase Manuall°errrrut 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ManualOurit 0 0 0 0 (! (D 0 0 0 0 (1 11 0 0 0 (1 Min Split 0 0 0 0 0 0 0 0 0 0 0 0 0 (1 0 0 Reservice Count 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservice Start 0 0 0 0 0 0 0 0 0 0 Q1 0 0 0 0 0 Reservice End 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 x.m,. rl,Y:.ttkl[:�` TtnrNngSheets 21/55 2022-09-061 r.30:00 AM 381 Florida DOT District 903 Signal Controller-USA IC>Coordination>Split Tables FDOT 5.3 sprit"Csisle 7 1 3 4 5 1 6 1 7 8 0 1Q 11 i2 13 14 is 16 Time(Sec) 0 0 0 0 0 0 0.....,„.0 0 0 0 0 0 0 0 0 Made NONE NONE NONE NONE, NONE NONE'. NONE NONE NONE NONE, NONE NONE NONE NONE; NONE NONE Coord.Phase MamW Permit iD 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Manual Orn t. 0 0 0 0 0 0 0 di 0 0 0 0 0 0 0 fl Wn Split 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservice Count 0 0 (i 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservice Start .... 11 0 0 0 0 0 0 0 0 0 iD 0 0 0 0 0 Reseiviee End 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.3 split Table 8 1 2 3... 4.. 5 6 7 ii 1 9_..... 10 11 12,... 13 14 1S 16 'rime(sec) 0 0 0 0 0 0 0 0 0 0 0 it 0 0 0 0 Made NONE?, NONE NONE NONE NONE NONE NONE N 0 N E' NONE NONE NONE NONE NONE NONE NONE NONE Coord.Phase , Manual Permik 0 0 0 0 0 0 CD 0 0 0 0 f1 0 0 0 0 manuaalOnrit 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Min split 0 0 0 0 CI 0 0 0 0 0 0 0 0 0 0 Reservlce gaunt 0 C'D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reserve e Shalt 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservice End 0 0 0 0 0 0 0 0 0 0 0 0 dD 0 0 0 5.3 Split Treble 9 ? _r.._ .. �.� .. .. 1 2 3 4 s 6 83 h 10 i1 12 13 34 1s 1!, Time(sec) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NONE NONE, NONE; NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE:..NONE: NONE C:oord.Phase manual Permit 0 0 0 0 0 0 0 0 0 (1 0 0 0 0 0 0 Manual O�mDt 0 0 0 0 0 0 0 [} 0 0 0 0 0 0 0 0 Min Split 0 0 0 0 ID 0 0 0 0 0 0 0 0 0 0 0 Reservice Count. Si 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservice Start.... 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservice End 0 0 0 0 0 0 0 00 0 0 0 0 0 0 (1 V k n4'p a P h y' Timing Sheets 22/55 2022-09-06 10:30:OO AM 382 Florida DDT District 6 903_Signal Contrallea_US1 1C>Coordination>Split Tables FDOT 5.3 Split Table 10 1 2 3 � S tr 7 6 � ' �10 11 12 13 14 15 1fi Thne(set;) 0 0 0 0 0 0 0 0 0 0 0 0 0 :..0.. 0 0 Mode NONE NONE NONE NONE NONE NONE NONE NONE'. NONE NONE NONE. NONE: NONE NONE NONE NONE Coord.Phase Manual Permit 0 0 0 0 0 0 0 0 0 0 0 Ei 0 0 0 0 Manual Omit 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M.fosplit 0 0 0 0 0 0 0 0 0 () 0 0 0 0 0 0 Reservice Count 0 0 0 0 0 8Y 0 0 0 0 0 0 0 0 0 0 Reservice Start 0 0 0 0 0 0 0 0 0 lY 0 0 0 0 0 0 Reservice End � 0 0 0 0 0 0 0 0 0 0 0 0 0 iY 0 0 5.3 Split Table 11 Time(sec) 0 CI 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NONE NONE NONE NONE. NONE NONE NONE NONE NONE, NONE NONE; NONE NONE NONE NONE NONE Coord.Phase Manual Permit�Y 0 0 0 0 lY 0 0 0 0 0 0 0 0 8Y 0 0 Manual Ornit 0 0 8D C➢ (Y 0 0 0 0 0 0 0 0 0 0 0 ''..Min Split 0 0 (B 0 0 0 0 0 0 (➢ C'Y 0 0 0 0 0 Reservice Count 0 0 (➢ 0 0 0 0 0 0 U 0 0 0 0 0 Reservice Start,... 0 0 0 SY 0 0 0 0 0 0 0 0 0 0 0 0 Reservice End 0 0 0 0 0 0 0 0 0 0 0 0 4Y 0 0 0 5.3 Split Table 12 1 2 37 +4 S. 0 P.... 0 9 .EO Time(sec) 0 0.... 0 0 0 0 0 0 0 0 i➢ 0 0 0 0 0 Mande NONE NONE NONE NONE NONE NONE NONE NONE NONE" NONE NONE NONE NONE NONE NONE: NONE Coerd.Phase. Manual Permit 0 0 0 0 0 0 0 0 0 0 0 0 0 0 tY iY Manual Omit. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Min Split 0 0 0 0 0 0 0 0 0 CD 0 0 0 0 0 0 Reservice Count„.. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservice Start 0 0 0 0 0 0 0 0 0 0 0 0 0 8Y 0 0 Reservice End 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .IM,XI➢ �")a1k"CU<jd' TiltthtRsi(aret's 23/55 2022.09-0610::30:00AM 383 Florida DOT District 6 903-Signal Cantrclllea_US1 1C>Coordination>Split Tables. FDOT 5.3 Split Table 13 3 4 5 6 7 6 S 10 11 12 13 14 15 16 Time(sec;) 0 0 0 0 CI 0 0 0 0 Ii 0 0 0 0 0 0 Mode NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE, NONE NONE NONE NONE NONE Cutard.Phase Manual Permit 0 0 0 0 0 0 0 0 0 0 Cd 0 0 0 p 0 Manual Omit 0 0 0 0 0 0 0 0 0 0 i7 0 0 0 Mill Split 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservice Conant 0 0 t) 0 0 0 0 0 0 0 0 0 0 0 0 Reservice Start 0 0 0 ib 0 0 0 0 0 0 0 0 0 0 {} 0 ReSesvice End 0 0 0 0 0 0 0 0 0 0. 0 0 5.3 Split Table 14 1 2 3 4 ,y l'r 7 R s? ...... 10 11 12.. 13 14 15 16 '. Time('sec) 0 0 0 t? 0 0 0 0 0 0 0 11 0 6 0 0 ....Matte NONE NONE NONE NONE. NONE NClNE. NONE NONE NONE NONE NONE NONE NONE NONE NONE, NONE Coord.Phase Manual.Permit 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 It Manual Omit.._ 0 0 0 0 d) 0 0 0 CI I'1 0 0 0 0 0 0 Mill Split... 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Il Reservice Count 0 0 0 d) 0 0 0 0 0 tl 0 0 0 I rviceStart. t) tl t1 0 0 0 0 0 0 0 0 0 0 §1 0 0 Itesurvice Enc1 0 0 0 0 0 0 Ml 0 0 0 0 0 0 0 0 0 53 Split Table 15 . .,.., •. —E 7 8 9 i0 11 12, 13 I�E 15 16 Time(see:) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NONE NONE. NONE NONE NONE NONE NONE NONE NONE; NONE NONE NONE NO:NE NONE NONE NONE Coord.Phase 'Manual Permit 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Manual0uait 0 0 O t1 0 0 0 0 0 0 it 0 0 0 0 11 Mill Split 0 0 0 u 0 0 0 0 0 0 0 0 0 0 0 0 Reservice Count 0 0 0 O 0 0 0 0 0 I1 0 0 0 0 0 tl Reservice Start 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservice End 0 0 0 0 Ib 0 0 0 0 0 U ft 0 0 0 0 ® �b a611 5�D<16 0i.,yt Timi.n05heets 24/55 2(Y22-09-OCr 111:31'i:00liM 384 Florida.DOT District 6 903_Signal Controller_US1 1C>Coordination>SplitTables FDOT 5.3 Split Table 16 1 2.... 3 ... erh ie(sec) 0 0._.. 0 .. 0 0 li i) 0 d mode NONE NONE NONE NONE NONE NONE NONE NOW NONE NONE NONE NONE, NONE NONE NONE NONE? Gutard.i'hase..... MamuaV I>crmif 0 0 0 0 0 0 0 0 D 0 0 0 0 0 0 0 MmmawlOsnY,g 0 0 0 0 0 iD 0 li 0 0 0 0 0 0 0 0 Mill Split 0 0 0 0 0 0 0 0 0 iry 0 0 0 0 Y7 ltt5ervice Count 0 0 0 (i ti 0 0 0 0 0 0 0 fY tY 0 kl iteserviceStart 0 fh 0 0 0 0 0 Cl dt 0 fi 0 t9 lie,oMco Encl 0 0 0 0 0 0 0 0 0 (7 ti ti 0 0� 0 . e 255 2022.09-06 10:30:00 AM �9alfl`��Yrhl��,`�` 'riming Sheers 5/ 385 Florida DOT District 6 "W 903-Signal Controller-US1 1C>Time Base>Schedules FDOT 6.4S i chedides Date Day D,, 11T 2T T -IT AT 16 17 TB 1 5 2T67 28 29 30 31 Plan 27 111111W�IFIT ffiO -fl TTTITT !""�,.I �,. x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x 1 2 x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x X 2 —i— x x x x x x x x x 3 4 x x x x x x x x x 3 S x x x x x x x x x 3 6 X x x x x x x x x 3 7 x x x x x x x x x 3 x x x x x x x x x x x x x 3 Mo"'h Days W W�eok Day M ', W T p , A M S I I I S 2 027 28 F2 , Plan�9T TjFfiM T Mfij X X_ X X x x x x x 3 in X x x x x x x x x x x x x x x 3 11 x x x x x x x x x x x x x x x x x x x x x x 3 12 X X X X X X X X X X X X x x x x x x x x x x x x x x x x x x X x x x x x x x x x 13 14 15 Thning Sheets 26/55 2022-09-06 M30W AM 386 Florida DOT District 90 -Signal Controller_US1 1C> Time Base> Day Plans FDOT a w 6.5 Clay Plan 1 Event# 1 27 3 4 5 6 I fri *7 10 11 12 13 14 15 16 Hour 6 9 14 1,8 0 0 0 0 0 0 0 0 0 0 0 0 Minute 30 0 0 0 0 0 0 0 0 [l 0 0 0 0 0 0 Action 1 2 3 4 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 1 Event# 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 3 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 {1 0 0 (1 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 2 Event# 1 2 3 4 6 7 8 9 10 11 12 13 14 15 16 Hour 0 8 20 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 i7 0 0 0 0 0 Action 11 12 11 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 2 Event# 17 J.181 19 20 21 T22 23 24 25 26 27 28 29 30 ' 31 32 , Hour 0 � 0 0 0 0 0 f1 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 3 Event# 1 2 3 4 �5 A 6� 7 8 9 10 11 12 13 14 15 16 Hour 8 20 0 0 0 0 0 0 0 0 0 dl 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 21 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Flan 3 Event# 17 18 19 20 21 22 23 2'4 2 26 27 28 29 30 31 32 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 Gi 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Flan 4 Eventl# 1 2 3 4 5 6 7 E3 9 10 11 12 13 14 15 16 Hour dl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 dl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Clay Plan 4 Event#i 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Hour 0 0 0 0 0 ll 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 (1 0 0 0 0 0 0 Action 0 0 0 0 0 it 0 0 0 0 0 0 0 0 0 0 1n,,ill'"isjxrirh.' 'riming Sheets 27/55 2022-09-0610;30:00 All 387 Florida DOT District 6 903_Signal.Contrloller_US1 1C >Time Base > [day Mans F'DOT 6.5 Day Plan 5 Event## 1 2 3 4 S 7 8 9 10 11 12 � 4 3 9G Hour a 0 00 0 0 0 0 0 a a 0 0 0 0 0 Minute 0 0 0 0 0 0 0 fr 0 0 0 q 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 6,5 Day Plan 5 Event## 17 1,8 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Hour 1 0 0 0 0 0 0 0 0 0 0 0 0 Gr 0 0 q Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 6 Event## 12 3 4 5 b 7 5 1a 11 12 13 14 15 i6 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Gr Minute 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 Fiction a 0 0 0 0 0 0 0 0 0 0 0 GI �q 0 Gr 6.5 Day Plan 6 Event## 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Hour 0 0 0 0 0 0 0 0 0 0 0 a a G1 a 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 q 0 0 0 0 0 a 0 0 0 0 Gr 6.5 Day Plan 7 Event#k 1 2 3 4 S 6 7 Ct 9 16 11 12 13 14 15 16 Flour 0 0 0 0 �0 0 0 0 0 0 0 0 0 0 q 0 Minute 0 0 0 0 0 0 0 0 0 0 0 a 0 0 q 0 Action 0 0 0 0 0 0 0 0 q 0 0 0 a 0 a 0 6.5 Day Plain 7 Evemrot#t 17 1E 19 2021 22 23 2 25 2'6 27 28 29 30 31 32 Hour 0 0 0 0 0 0 0 0 0 0 q 0 0 0 q 0 Minute 0 0 0 0 0 0 0 0 0 0 0 q 0 a 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Gr 6.5 Day Plan 8 Event## 1 2 3 4 5 6 7 8 9 1(D 11, 12 13 14 1 a �6 Hour 0 q 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 a q 0 0 0 6,'S Day Plan 8 Event## 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 G) q 0 Action a 0 0 0 0 0 0 0 0 0 0 q 0 0 0 fr IfwIlsrp,Cfl"Poty' Timing Sheets 28/ 5 2022-09-0610:30:00AM 388 Florida DOT District 6 903_Signal Co,ntroller_US1 1C > Time Base > day Plans F'DOT 6.5 Dal Plan 9 Even 11 t# 1 2 3 4 5 6 7 2 9 10 11 12 13 14 15 16 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 9 Event# 17 18 19 20 21 22 23 24 25 26 7 28 19 30 31 32 Hour 0 0 0 0 0 1l 0 0 0 (f 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 1,0 Event# 1 2 3 4 5 Fr 7 8 9 1,0 11 12 13 14 15 16 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 10 Event# 17 18 19 20 21 22 23 24 25 2'6 : 27 2k3 29 30 31 32 Flour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 11. Event# 1 2 3 4 5 6 7 8' 9 l,o 11112 13 14 15 16 }Dour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 CI 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 1,1 Event# 17 18 19 20 21, 22 23 24 25 26 27 28 29 1 30 31 32 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 12 Event# 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1S 16 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 12 Event# 17 18 19 20 21 2,2 23 24 25 26 27 28 29 30 31 Ll2 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 €1 0 0 0 0 0 0 0 0 f i Ali"ispa1i' ty` 'riming Sheets 29,/55 2022-09-06 10:30:0(1— 389 Florida TOOT District 6 903_Signal Controller_US1 1 C > Thne Base > Day Plans FDOT 7.......... ti�_._ •.n 6.5 Day Plan 13 Event# 1, 3 4 5 6 7 8J 10 11 12 13 14 15 16 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 13 Event## 17 1ffi i9 20 21 22 2,3 24 2S 26 27 28 29 30 31 32 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 14 Event# i 2 3 4 5 6 7 8' 9 50 11 12 i,3 14 15 10 Haur 0 0 (a 0 0 _ 0 0 0 p 0 0 0 CJ p Minute 0 0 0 0 0 0 0 D 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 14 Event# i7 18 19 20 21 22 23 24 2S 26 27 26' 29 30 31 32 Haur 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 t) (1 0 0 0 0 0 0 0 4a 0 0 0 0 6.5 Day Plan 15 Event# 1 2 3 4 5 6 7 8 9 mm10 q�Y 11 12�mm 13 �14 �i5 16 Hain• 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 q) Minute 0 0 iD 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C) 6.5 Day Plan 15 Event# 17 18 19 20021 2223 24 25 26 27 28 29 3,0 31 32 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 16 Event# 1 _ 2 3 4 5 G 7 8 9 10 11 12 13 14 is 16 Hour 0 0 0 0 0 0 t1 0 0 _ 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 {a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 16 Event## 17 18 19 20 21 22 23 24 25 26 27 28 29 30 1 32 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 (7 0 0 0 0 0 0 0 0 0 Timing Sheets 30/55 2022-09-0610:30:00 390 Florida DOI'District 6 903_Signal Controller_US1 1C a Time Base> FDOT Actions 6.6 Action Parameters Pattern Patternl Patter112 Pattern3 Patternh Automatic. Automatic Automatic Automatic Auxiliary Function Special Functions 1-E „.. Special Functions -16 Detectnr Reset. Detector VOS Log No Action No Action No Action NnAction No,Action No Action No Action No Action Speed Trap Log NoAction No Action No Action No Action No Action No Action No Action No Action Cycle MOO Log � No Action No Action No Action No Action No Action No Action No Action No Action Nigh Res Log, No Action No Action No Action No Action No Action No Action No Action No Action d.t+Action Parameters 9 10 it Pattern. Automatic: Automatic Pattern I1 Pattern1..2 Automatic. Automatic Automatic Automatic Auxiliary Function Spectral Functions 1.8 Special Functions 9-16 Detector Reset IDeicctor vos Log� No Action No Action No Action No Action No Action No Action No Action No Action Speed"trap Log No Action No A�caion No Action No Action No Action No Action No Action No Action Cycle MOE Log No Action No Action No Action No Action No Action No Action. NoAction No Action High Res Log No Action No Action No Action No Action No Action NoAchon No Action No Action 6.6 Action Parameters 7,7 18 t9 20 1 21 22 23 24 Pattern Automatic Automatic Automatic Automatic �Patterni. Pazttern4 Automatic: Automatic Auxiliary Function Special Functions 1-8 Special Functions 9-16 Detector Reset Detector VOS Log No Action No Action No Action No Action No Action No Action No Action No Action Speed Trap Log No Action No Action No Action No Action No Action No Action No Action No Action Cycle MOE Log No Action No Action No Action No Action No Action No Action No Action No Action High Res Log No Action No Action No Action No Action No Action No Action No Action No Action €axl k"kL'';<,`- "f�GnnVngSlrnots 31.fSS 2022-09-0610:'30:0oAM 391 Florida.DDT District 6 903_Signal Controller_US1 1C>Time Base> Actions o�.�_. 6,6 Action Parameters 2S 26 27 '26 2ii'... 30 31 32 Pattern Automatic Automadc Automatic Automatic Automatic. Automatic� � Automatic Automatic Auxih;ry Function Special Functions 1-8 Special Functions 9A6 ()elector Reset Detector VOS Log M No Action No Action No Action No Action No Action No Action No Action No Action SpeerlT r•:xp l..o}; No Action 'No Action No Action No Action No Action No Action No Action No Action dlyclo MMor hog No Action No Action No Action No Action No Action. No Action No Action No Action High Res Log No Action No Action No Action No Action No Action No Action No Action No Action Tinning Shoots 32 f S5 2022-09.66 10;30!00 AM 392 m __._... ee wuflE_..l drx;rld GQrw rd ry! i �9: aamr arr VON HrA- l�S 06TA a r x nsc M, L rbl of Y FiM!I?PoM f) Y let ICI lel a n G darnrd w n .... am 1 �ry at SX dIYLGC Y J h A.' 1° and xnrARr Sri 15 d ! 'v r dS xr Ww wa ab)v,�d4 wllar r a1 -�eI Y 1 M9 CtliSNSF'Iwn 4>��GNV7'R Maa ! rx drQtit v Jf 4Gp 9 YI 1 Q ' .ld .mm u M b� ... ..9Wi!m;v ;:_wy.. d'N�a Ev ,A. d60➢ } J E n � „y� €Y OF aie 9 BUR7f7N CRlw.npzrl !�P �t�•�--..�see -, rrM e wnr Qd !! rr rap i r, g Natek" 'slr�N 4Yd Cw'N' nlfN dd14 N suYY N 1 (ab"M APo"A r5t fl.--Vu� I'll L dM1 e/ trR A d � �/p� �) G fly°�°( � !Jf fVllf fl ��. . z .,,• �XCr]6 .©o.33U i 15TP_� an JTtll_' aiq I AMi , F1�Y 71Y�TT'fiY'�r�,Med�E fRdkT4 I� �e f!A Y pe V F.A eao 2 1 v9tl AF fENlllt*�.M 10 1S # k 4, f C". AD } v !e 1w, .. r,sa+r vn xrar rr +vIAVI {� ( - �'� '`� �I.. '{� G � ..,..., g � .d1 a r o 5o rwu5 ri rir tfi sauael w➢ rrn�. Id b!dQ5 7✓OVTRS L� a '' xY n [,j I�vdus 1u1l m p RS dMy SP ., N mr lwrr yy / y P td Y'iY o I . a * ,�L 9 r I d'G 'afi Nry I I k t°" Y! ] 11J A P 7i Ae rS5➢r'd v esa N � � �d MFMP I !fl x u ld5 0 1 d fi S V w ! Vtia-!P M4kf4 fkf ^0 i \Y � 0 9 yy{{ F, sw a __. 1n1+ wllb e d era Ti"'!a ana ed a 1 IX nmcAe ._92MATMO.. 4, CORP, Ym }✓✓u s a'grw`slrta,+ nw lamp 0 : ryd A du afar 5 Ao"V�I�W rs akd�laC . sm1 ^ p V4� l 1 V A 3 �a PR5 A^_t.s r/^ M FdPM1! I w fl E, 1s< l r' rr a°wrm ' iwi rtft1! yN 'I�1 V -•, dd P 1 R YY rlF.l Itl �` r" to !M ,Yy1 rsvvave FVf ro xt' d � _.«, (➢1 tfN Qv tt s. r!r➢urrsW d sr,ewea i�id u(i Ndi�fi s PF' a I b ! .y fl w,e u,1sEro Uwd rr 7 a r<rm �. {iy ra rr re r slwu,na d s re ca . �vwr rrae � rd ry rdadr !r do asls muPmrGmw wlvr l a an iwuws. p aQ unnnm a ro asr � a : s o rrc x K r m run a rsn fin) A, r rd l rtx,awvn ui 1 G. ° y 1,P.vd R k'J h(di YwdM 1d� A LP (i PoUNS. A BSI sl,m,1 'S ➢ X..._ M F f5 P tl Yk CIA ..prw e.VMft sY�D'anu sr xNd N'I t 11 Y N� 4 [P dr WUJIS. I NAS Al, 1 111111 .� N x ➢ N W U A 40911A,!Vfl d (�MnlW9. Y Wd l swaM�f110.t .._. ➢All�Ud�h'�Pd�f�'.�T.sle.....�._•�..,ff ...._ � rw Pw a ni sr anrn,s r w r (� t5 as f r rarms. o Y we e1 1 N tPt7 CXf7 P 1 i Af)lAMft SUM 14i Vr W G11M d 5 a➢o-r 5R.NK7 SA U 'd/OVERSEAS HWY. S (1 r ee od nwx! r cc,rud rIT'6URTG'iN DR dNTEddS�ECTPpAd(MM 9'>7:G) 7 a t�,i 9 QUYU 4 I !'VflaR ftlA nQ V'�kflnJY utY p(.k fb�l. R iF Gf xdlNw, Y E�`19Md� 1461l MW,ml N1 A ��1 d #'91u _,_...._.......,.._.�._.._._.....«.�.,......'� . Qi�j er rs xrnx r Eva ._,,,_ .,,,,._ AIATIV Jfl Yi 1 Mi ..__..... Fbi -... i WNM RY'AAit U a es..is rr osagar p `mEP�.Af+xAI�.✓".°4,1.,➢s�f),^IJ 1( ,rad"5 p Y'T lP Ive r Exrmie x UiA al fi4 AY[5 YM _Q � f l;#1 F1 1dFlfY P; .1 f d51RJ t 191 Y } �.....�..., ......»..� .. .............I,_,.........,...._ � 393 Florida DOT District 6 916-Signal Controller,_19S1 > Phases > Phase Sequences FDOT 2.3 Phase Sequence 1 2.3 Phase Sequence 9 Ring 1 2,4 Ring I Ring 2 5,6,8 Ring 2 Ring 3 Ring 3 Ring 4 Ring 4 2.3 Phase Sequence 2 2.3 Phase Sequence 10 Ring I Ring I Ring 2 Ring 2 Ring 3 Ring 3 Ring 4 Ring 4 2.3 Phase Sequence 3 2.3 Phase Sequence 11 Ring 1 Ring 1 Ring 2 Ring 2 Ring 3 Ring 3 Ring 4 Ring 4 2.3 Phase Sequence 4 2.3 Phase Sequence 12 Ring 11 Ring 1 Ring 2 Ring 2 RingIng 3 Ring 3 3 .ng Ring q4 Ring 4 2.3 Phase Sequence 5 2.3 Phase Sequence 13 Ring I Ring I Ring 2 Ring 2 Ring 3 Ring 3 Ring 4, Ring 4 2.3 Phase Sequence 6 2.3 Phase Sequence 14 Ring 1] Ring 1 Ring 2 Ring 2 Ring 3 Ring 3 Ring 4 Ring 4 2.3 Phase Sequence 7 2.3 Phase Sequence 15 . .......... Ring 1 Ring 1 Ring 2 Ring 2 Ring 3 Ring 3 Ring 4 Ring 4 2.3 Phase Sequence 8 2.3 Phase Sequence 16 Ring 1 Ring 1 Ring 2 Ring 2 Ring 3 Ring 3 Ring 4 Ring 4 Timing Sheets 2/61 ff— Par�spzirit,y' 2023-06-29 04:46:nq P,m 395 Florida DOT District 6 916-Signal Controller-US1 > Phases > Phase Timing FDOT ,,,�Jjjpioh, 2.1 Phase Parameters Set 1 1 Min Green 0 10 0 8 10 10 0 S Passage 0.0 S.0 0.0 2,5 2A 5,0 0.0 2S Max 1 0 60 0 30 30 60 0 30 Ma.2 0 0 0 0 0 0 0 0 Maxi 0 0 0 0 0 0 0 0 Tia,4 0 0 0 0 0 0 0 0 Yellow Ci-2-1191, 0,0 4M 0,0 3A 4M 4,8 U 3A Red Clear 0.0 2.0 U 2.1 2�0 2.0 0.0 2.1 Walk 0 0 0 0 0 7 0 7 Ped Clear 0 0 0 0 0 12 0 13 Added Initial 0.0 1.5 0.0 0.0 010 1.5 0.0 0.0 Max Initial 0 31 CI 0 0 31 0 0 Time Before Reduction 0 10 0 0 0 10 0 0 Cars Before Reduction 0 0 0 0 0 0 0 0 Time To Reduce 0 30 0 0 0 30 0 0 Reduce B_Y _ 0.0 0.0 0.0 U 010 U U 010 Min Gap 0.0 1.5 0.0 0.0 0,0 1.5 0,0 0.0 Dynamic Max Limit 0 0 0 0 0 0 0 Dynamic Max Step 0.0 0.0 0,0 U U U fro 0r,0 Red Revert 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Cond.Service Min 0 0 0 0 0 0 0 0 Alternate Min Green 0 0 0 0 0 0 0 0 Alternate Passage 0.0 0.0 010 U 0.0 0.0 0.0 0.0 Alternate Walk 0 0 0 0 0 0 0 0 Alternate Ped Clear 0 0 0 0 0 0 0 0 Advanced Walk 0 0 0 0 0 0 0 Delay Walk 0 0 0 0 0 0 0 0 Start Delay Time 0.0 0.0 0.0 0-0 0-0 0-0 0-() 0-0 Green Clear 0 0 0 0 0 -0 0 0 2.2 Phase Options Set 1 1 !2 EEIEDEIMEDED Phase Omit Ped Omit Min Veh Recall X X Max Veh Recall Soft Veh Recall Ped Recall Ped Recycle Cond,Service Detector Memory Entry Lock Detector Memory Dual Entry X X X X , , It X X Simultaneous Gap X X X X X X Guaranteed Passage Added Initial Calculation Rest In Walk Red Rest Auto Flash Entry Auto Flash Exit Non-Actuated I Non-Actuated 2 No Backup Max Walk Max Extension Sequential Timing_ No Min Yellow LFDW Ped Recycle '15'anspilty' Timing Sheets 3/61 2,023-06-29 04:46:08 PM 396 Florida DOT District 6 91,65ignal Controller-US1 > Phases > Phase Timing FD�OT 0 0?tI'VVpp' 2.1 Phase Parameters Set 211 1 Min Green 0 10 0 8 10 10 0 5 Passage 0.0 0.0 5.0 0,0 15 2A 5,0 U 2.5 Max 1 0 60 0 30 30 60 0 30 Max.2 0 0 0 0 0 0 it 0 Maxi 0 0 0 0 0 0 0 0 Max 4 0 0 0 0 0 0 0 Yellow Change 0.0 4,8 0.0 3.4, 4.8 4.8 0.0 3.4 ,Red Clear OM 2.0 0.0 2A 2.0 2.0 0.0 2.1 Walk 0 0 0 0 0 7 0 7 Ped Clear 0 0 0 0 0 12 0 13 Added Initial 0,0 I.S 0.0 0.0 U 1.5 0.0 OX Max Initial 0 31 0 0 0 31 0 0 Time Before Reduction 0 10 0 0 0 10 0 0 Cars Before Reduction 0 0 0 0 0 0 0 0 Time To Reduce 0 30 0 0 0 30 0 0 Reduce By 0.0 0.0 010 0.0 0.0 0,0 0.0 Min Gap 0,0 1.5 0,0 U 0.0 1.5 0.0 0,0 Dynamic Max Limit 0 90 0 0 0 90 0 0 Dynamic Max Step 0.0 10.0 U 0.0 0'.0 10,0 (W 0.0 Red Revert 2�0 2.0 2.0 10 2,0 2.0 2.0 2.0 Cond.Service Min 0 0 0 0 0 0 0 0 Alternate Min Green 0 0 0 0 0 0 0 0 Alternate Passage 0,0 0.0 0.() 0.0 u u 0.() 0.0 Alternate Walk 0 0 0 0 0 0 0 0 Alternate Ped Clear 0 0 0 0 0 0 0 0 Advanced Walk 0 0 0 0 0 0 0 0 Delay Walk 0 0 0 0 0 0 0 0 Start Delay Time 0.0 0.0 0.0 0.0 U 0.0 0.0 0,0 Green Clear 0 0 0 0 0 0 0 0 2.,2 Phase Options Set 2 1 2 ED EE Phase Ornit Ped 0mit Vt.Veil Recall Max Veh Recall Soft Veh Recall Ped Recall Ped Recycle Cond.Service Lock Detector Memory X X X X X X X X Dual Entry Simultaneous Gap X X X X X X X X Guaranteed Passage Added Initial Calculation Rest In Walk Red Rest Auto Flash Entry Auto Flash Exit Non-Actuated 1 Non-Actuated 2 No Backup Max Walk Max Extension Sequential Timing No Min Yellow FDW Ped Recycle m s r r ty' Timing Sheets 4/61 2023-06-29 04;46:08 PM 397 Florida DOT District 6 916-Signal Controller-US 1 > Phases> Phase Timing FDOT IT 2,1 phase Parameters Set 310 Min�Gmen 0 10 0 8 10 10 0 5 Passage 0,0 5.0 0.0 15 2.1 5,0 U 2.5 Max 1 0 45 0 30 30 45 0 30 Max 2 0 0 0 0 0 0 0 0 Max 3 0 0 0 0 0 0 0 0 IMax4 0 0 fb 0 0 0 0 0 Yellow Change 0.0 4M 0.0 3.4 4.8 1,8 0.0 3A 'Red Clear 0,0 10 0.0 2.1 2.0 2.0 0.0 2.1 Walk 0 0 0 0 0 7 0 7 Ped Clear 0 0 0 0 0 12 0 13 Added Initial 0.0 1.5 0.0 010 0.0 1.5 U 0,0 Max Initial 0 31 0 0 0 31 0 0 Time Before Reduction 0 10 0 0 0 10 0 0 Cars Before Reduction 0 0 0 0 0 0 0 0 Time To Reduce 0 30 0 0 0 30 0 tl Reduce By0.0 O.D 0.0 U 010 0.0 0.0 0,0 �Min Gap 0.00,0 i's 0.0 0,0 0.0 i's 0,0 Dynamic Max Limit 0 65 0 0 0 6S 0 0 Dynamic Max Step 0,0 10.0 u 0.() 0.0 im U 0.0 Red Revert 2.0 10 10 2M 2M 2A 10 2,0 jorld.Service Min 0 0 0 0 0 0 0 0 Alternate Min Green 0 0 0 0 0 0 0 0 Alternate Passage 0.0 0,0 010 0.0 010 0.0 0.0 0�0 Alternate Walk 0 0 0 0 0 0 0 Alternate Ped Clear 0 0 0 0 0 0 0 0 Advanced Walk 0 0 0 0 0 0 0 0 Delay Walk 0 0 0 0 0 0 0 0 Start Delay"rime 0.0 010 0.0 010 0.0 0.0 0.0 010 Green Clear 0 0 0 0 0 0 0 . 0 2.2 Phase Options Set 3 1 M=3 =4 EE M rEiD=B Phase Omit Ped Omit Min Veh Recall X X Max Veh Recall Soft Veh Recall Ped Recall Ped Recycle Cond,Service Lock Detector Mernory X X X X X X X X Dual Entry Simultaneous Gap X X X X X X X X Guaranteed Passage Added Initial Calculation Rest In Walk Red Rest Auto Flash Entry Auto Flash Exit Non-Actuated 1 Non-Actuated 2 ,No Backup Max Walk Max Extension Sequential Timing No Min Yellow FDW Ped Recycle D° ----- 5/61 2023-06-29 04A6:08 PM ' al­q)ar'H�y` Timing Sheets 398 Florida DOT District 6 916-Signal Controller-US1 > Phases> Phase Timing FDOT , 7T _ 0.............. .......... 2.1 Phase Parameters Set 4 1 Min Green 0 10 0 8 10 10 0 5 Passage U 5.0 0.0 2.5 2.1 5.0 0.0 2.5 Max 1 0 45 0 30 30 45 0 30 Max 2 0 0 0 0 0 0 0 0 Maxi 0 0 0 0 0 0 0 0 Max 4 0 0 0 0 0 0 0 0 Yellow Change 0.0 4,8 0,0 14 4,8 4.8 0.0 3.4 Red Clear 0.0 2.0 0.0 2A 2.0 2.0 0.0 11 Walk 0 0 0 0 0 7 0 7 Ped Clear 0 0 0 0 0 12 0 13 Added Initial U 1.5 0.0 U U 1.5 0.0 U Max Initial 0 31 0 0 0 31. 0 0 Time Before Reduction 0 10 0 0 0 10 0 0 Cars Before Reduction 0 0 0 0 0 0 0 0 Time To Reduce---,., 0 30 0 0 0 30 0 0 Reduce By 0.0 0.0 0.0 010 U OD 0.0 010 Min Gap 0.0 1.5 0.0 0.0 0.0 1.5 010 010 Dynamic Max Limit 0 0 0 0 0 0 0 0 Dynamic Max Step 0.0 0.0 0.0 0.0 0.0 0.0 0.0 U Red Revert 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2,0 Cond.Service Mhi 0 0 0 0 0 0 0 0 Alternate Min Green 0 0 0 0 0 0 0 0 Alternate Passage 0.0 010 010 010 010 010 0.0 0.0 Alternate Walk 0 0 0 0 0 0 0 Alternate Ped Clear 0 0 0 0 0 0 0 Advanced Walk II 0 0 II ti 0 0 0 Delay Walk 0 0 0 0 0 0 0 0 Start Delay Tirne 0.0 U U 0.0 0.0 0.0 0.0 0.0 Green Clear 0 0 0 Il 0 0 0 0 2.2 Phase Options Set 4 F_72­13 4 =5 =6 =7 =8 Phase Omit Ped omit Min Veh Recall X X Max Veh Recall Soft Veh Recall Ped Recall Ped Recycle Con d.Service Lock Detector Mernory X X X X X X X X Dual Entry Simultaneous Gap X X X X X X X X Guaranteed Passage Added Initial Calculation Rest In Walk Red Rest Auto Flash Entry Auto Flash Exit Non-Actuated 1 Non-Actuated 2 No Backup Max Walk Max Extension Sequential Timing No Min Yellow FDW Ped Recycle RF Timing Sheets 6/61 2023-06-29 04:46:011 DNA 399 Florida DOT District 6 916 Signal Controller_US1>Overlaps>'Vehicle Overlaps FDOT 3.1 Vehicle Overlap Set 1 1 2 3 h Type �. Nurmali ➢ormal Normal Normal Included Phases 4 2,5,6 Miodifier Phases Excluded Phases. G 4,0 Excluded Peds —. Excluded walks 11°:ril Careen 0 (d 0 f! 'I"rash Yellow 0.0 0.0 0.0 0,0 "frail teed 0.0 010 0.0 0.0 Start Delay 0.0 0.0 010 0.0 No Trail G m Phs Call Phases Actuated Only False False False False I'Jc teatdar Lar.1e False False False False Nu Midn Yellow False False False False 3,1 Vehicle Overlap Set 1, 5 Gr 7 6 Type Normal Norrn;al Normal Normal Included Phases Modifier Phases Excluded Phases Excluded Pods Excluded walks ...m.,. 'frail Green 0 0 0 0 'Frain Yellow 0.O 010 0.0 0.0 ...Trail Iced 0.0 0.0 0.0 0.0 Start Delay O.C'M 0.0 0,0 0.0 Nda Trail Gm Phs Call Phases Actuated Only False False False False '.Detector Lock False False False False False No MillYellraw False False . w VI+msi li7"kfl��yf' 9"imi:ngfilt¢setrs 7/61 2023.06-2904t46:08PMI 400 Florida DOT District 6 916_Si nal Controller US1>Overlaps>Vehicle Overlaps FDOT 3.1 Vehicle Overlap Set 2 �. 2 3 4 Type Normal Normal Normal Normal IncludedPhases 2,5,5 4,7,8 M odlfier Phases Excluded Phases Excluded Peds Excluded Walks. .Trail Green 41 0 0 0 'Tr di Yellow 0.0 0.0 1).0 0.0 Trail Red 0.0 010 0.0 0.0 Start belly 0.0 0.0 0.0 0..0 N'o Trail Grn Phs Call Phases Actuated Only false false False False Detector Lack...,._.....__ false False False False No Mon Yellow false false False False 3.1 Vehicle Overlap Set 2 6 7 R Type Normal Normal Normal Normal '..Included Phases .. Mod Hier Phases �..�. Excluded Phases Excluded.Peds Easctuded Walks --�_ Trail Green 0 U 0 0 T'raMlli Yellow 0.0 0.0 0„0 010 Trail Red 0.0 0.0 0-0 0,0 Start Delay 0.0 0.0 0.41 0.0 No Trail Grn Phs ,..,w...... CaB Phases Actuated Only False False False false Detector Lock False fake [,also False. '..No Min Yellow False False. False False " V 31Y°,r�7rRN'IP."f' Timing Sheets 8/61 2023-06-2904:46.08PM 401 Florida DOT"District 6 916_Si nal Controller- S1>Overlaps>Vehicle Overlaps 3.1 Vehicle Overlap set 3 1 2 3 4 ,rype m..... Normal Normal Normal Normal Included Phases Modifier Phases Excluded Phases Excluded Peels Excluded Walks Trail Green 0 0 0 M) Traill Yellow 0..0 0.0 010 0.0 Trail Red � 0.0 0.0 0.0 0.0 Start Delay 0.0 0.f1 0.0 (YO No Trail Grn Phs Call Phases Actuated Only False False False False Detector Lock False False False False No Mln Yellow _ False false False False � ��.. . 3.1 Vehicle Overlap Set 3 S 6 7 0' Type Normal Normal Normal Normaf Included Phasesmm......_mm. mm . Modifier Pi mses Excluded Phases Excluded,Peels Excluded Walks. Trail Green 0 0 0 0 Train Yellow (r0 GA 0.0 0.0 Trail Red 0.0 010 0.0 0.0 Start Delay 0,0 0.0 Od) 0.0 No Trail Grn Phs ''..Call Phases Actuated Only... False False False False Detector Lock False Fake False False' No Min Yellow False False False False I uSY I`ti l aTrV"V'1;"yf Ti umg Sheets 9,/61 2023d16.29 04:46:00 PM 402 Florida DOT District 6 916-Signal Controller-USI>Overlaps>Vehicle Overlaps FDOTI ............ 3.1 vemcle Overlap Set 4 12 Type Normal Normal Normal Normal Inchuled Phases Modifier Phases Excluded Phases Excluded Paris T.,I.d7,1 Walk, 0 0 0 0 0.0 0,0 Traill Yellow 010 0.0 0.0 Trail Red 0.0 0.0 010 Start May 0,0 010 00 0.0 No Trail Grn Phs Call phases False False T, �-—iy --"— False False I)etector Lock False False False False False False False False No Min Yellow --------------- 3.1 Vehicle Overlap Set 4 S 6 Normal Normal Type Normal Normal Included Phases "'es Modifier phases E d 1, xcluded Phases -11o, Excluded Peds Excluded Walks 0 Trall Green 0 0 01D 0.0 Traili Yellow 0A 0.0 0.0 Trail Red 0.0 0.0 Start Delay. 0.0 0.0 0.0 0.0 No Trail Grn Phs Call Phases False Fake Actuated Only False False False False Detector Lock False False False False No Min Yellow False False 10/61 2023-06-29 04:46:08 PM Timing Sheets 403 Florida DOT District 6 916-Signal Controller-US1 > Overlaps > Pedestrian Overlaps FDOT 3.2 Pedestrian Overlap Set 1 1 3.2 Pedestrian overlap Set 1 =2 Excluded Phases included Phases Included Phases Excluded Phases Intervals None intervals None ,Call Phases 'Call Ph-ases Actuated Only False Actuated Only False I r-----i 3.2 Pedestrian overlap Set 1 3 32 Pedestrian overlap Set 1 4 3.7 Pedestrians n Overlap Set I n Included Phases InchKIed Phases P Excluded Phases Excluded Phases Excluded None intervals None intervals Call Phases Call Phases False Actuated only False --------------- Actuated Only 3.2 Pedestrian overlap Set 1 5 3.2 Pedestrian overlap Set 1 Included Phases included Phases Excluded Phases Excluded Phases Intervals None intervals None Call Phases Call Phases Actuated Only I False I 1Actuated only False 3.2 Pedestrian overlap Set 1 7 3.2 Pedestrian Overlap Set 1 8 '2 Pedestrian 0 Included Phases Included aPhases Excluded Phases Excluded Phases Intervals None Intervals None Intervals Call Phases Call Phases [A,t:u:.t.:d Actuated Only -- False �ff- - Trx spiri,ry' Timing Sheets 11/61 2023-06-29 M46:08 PM 404 Florida DOT'District 6 916-5ignal Controller-US1>Detectors>Vehicle&Pedestrian Detectors FDOT , 4.1 Vehicle Detector Set I I TF72 3 LilihiT ki 9 10 11 12 13 1 14 15 16 17 18 -19 20 21 22 23 2h 2S 20 27 21D 29 30 1 31 '2 Call X X X X X X X X X X X X X X X X X X X X X X X X X X X Quelpe Add Init X X X X X X X X X X X X X X X X X X X X X X X X X Passage X X X X X X X X X X X X X X X X X X X X X X X X X X X X X Red Lock Yellow Lock volume X X X X X Occupancy Call Phase, I I 1 1 2 2 Z 2 2 2 2 2 2 2 2 2 3 3 3 3 4 4 4 4 4 4 4 4 4 4 4 4 Switch Phase Delay 010 0.0 0.0 00 0.0 U 0.0 0.0 0.0 0.0 0.0 OJ) 0,0 0,0 0,0 U 0,0 0.0 0.0 0.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0A 0.0 OA) 0.0 0.0 Extend 0J) U) (W 0.0 0.0 0.0 0.0 U 0.0 (l.0 0.0 O'h 0'0 C)'(l " 0'0 ()A) U.0 0.0 0'0 0-0 0.O 0.0 0.() 0-0 0-0 0-0 ().O 010 010 010 GdO Queue Limit 0 0 0 () 0 0 0 0 It a 0 0 0 0 0 0 0 0 0 0 1) 0 0 0 0 0 0 0 0 0 0 0 VOS Length 0 0 0 0 0 0 0 0 lJ 0 i1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 a 0 0 0 Alt Passage Aft MTo Green Adaptive Detector Stitus Extra Call Phases Call Overlaps Tr&,IhpairiCy, Timing Sheets 12/61 2023-06-29 04:46:08 I'M 405 Florida DOT District 6 916-Signal Controller�.US1>Detectors>Vehicle&Pedestrian Detectors FDOT IT Xrw 4.1 Vehicle Detector Set I Call x x x x x x x x x x x x x x x x x x x x x x x Queue Add Init x x x x x x x x x x x x x x x x x x x Passage x x x x x x x x x x x x x x x x x x x x x x x x x x fZed Lock Yellow Lock x voluale x x x x x x x x x Occupancy Call Phase 5 5 5 5 6 6 6 6 6 6 6 6 6 6 6 6 4 4 4 4 8 8 0 8 8 0 8 A 8 8 s a Switch Phase 5 Delay 0,0 0,0 010 010 0.0 0.0 0,0 0.0 0.0 0.0 0.0 O'D U U U 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0,0 0,() 0,0 0.0 0.0 0.0 0.0 u ox 0,0 Extend 3.0 0.0 0,0 0.0 010 00 0.0 0.0 M) 0.0 0A 0.0 0.0 0,0 0.0 0,0 U 0.0 0.0 0.0 0.0 0.0 Mo 0.0 010 0.0 0A M 0.0 0,0 0.0 0,0 Queue LhWt 0 () 0 0 0 0 0 0 0 0 0 () 0 0 0 0 0 0 0 0 0 0 () 0 0 0 0 0 a 0 0 () VOS Length a 0 0 0 0 0 0 0 0 0 0 0 0 0 () a 0 0 0 0 0 0 0 0 0 0 a CD 0 0 0 Alt Passage Alt Min Green Adaptive Detector Status Extra Call Phases 12 Call p.l Y, Timing Sheets 13/61 202306-29 04:46:08 PM 406 Florida DOT District 6 916_Signal Controller-U51>Detectors>Vehicle&Pedestrian FDOT Detectors 4.1 Vehicle Detector Set I 5 12 93 94 9 Call Qamm -- j1d In,I Passage Red Lock Yellow Lock Occupancy Cali Phase Smtch Phase 0.0 0.0 U 0,0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0,0 0A U 0.0 0.0 0,0 0.0 Deily 0�0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 (1.0 0.0 0.0 0�0 0�0 Extend 0.0 0.0 0.0 0.0 0.0 0.0 U U (),() 0,0 0.0 0.0 0,0 0.0 4.0 ob 0,0 0.0 0A 0.0 010 0.0 0.0 0.0 U 0.0 0.0 0.0 010 0,0 0.0 0.0 Queue Limit 0 0 0 0 a U 0 0 0 0 0 0 a 0 0 0 a 0 0 v0s Length 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Alt Passage Alt.Min Green Adaptive Detector Status Extra Cali Phases Call Overlaps Timing Sbeets 14/61 2023-06-29 04:46:08 PM 407 Florida DOT District 6 916-Signal Controller�-USI>Detectors>Vehicle&Pedestrian FDOT Detectors am- 4.1 vehicle Detector Set I �100 111�103�109 ptl 1U7 TA�110�112 IE13EI14EIlES Gall Queue Add Init Passage Red Lock YeRow Lock 'Volume volume O<cculphincy y a Call Phase Switch Phase 0.0 0.0 0�0 0.0 0.0 U 0A 0.0 0.0 Delay 0.0 0,0 0,0 0,0 0.0 Mo 0,0 0.0 U 0,0 0,0 0.0 0.0 0.0 U 0.0 0.0 0.0 0,0 0.0 U 0.0 0,0 Exten(1 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 om 00 0.0 0.0 0.0 0.0 0.0 0,0 0,0 0.0 0.0 010 0,0 0.0 0.0 U 0.0 0.0 0.0 Queue Limit 11 () 0 0 0 0 G 0 0 0 0 0 0 0 0 0 0 Q VOS Length a 0 0 0 0 0 0 0 0 0 11 0 0 0 0 0 0 Alt Passage 'Alt Min Green AdapOve Detector States Extra Call Phases Call overtaps 5,,"F IN y Timing Sheets 15/61 2023-06-29 04AMW PM 408 Florida DOT District 6 916-Signal Controller-US1>Detectors>Vehicle&Pedestrian Detectors FDOT 17f 4.1 Veblele Detector Set 2 ........... ....... 475 6 L 7 a 10 L31 I�11 1 14 15 16 17 20-1 21 22 23 24 25 26 27 28 2J30 L311 3-2 Call X X X X X X X X X X X X X X X X X X X X X X X X X X X X Queue Add Init X X X X X X X X X X X X X X X X X X X X X X X X passige X X X X X X X X X X X X X X X X X X X X X X X X Red Lock Yellow L(:wk Volume Occupancy Cali Phase 1 2 2 2 2 2 3 4 4 4 4 4 1 3 5 6 6 6 6 6 7 8 8 8 8 8 5 7 Lw-,,,',EI--L Delay 0.0 0.0 OX 0.0 OA 0.0 0.0 0.0 0,0 0.0 0.0 0,0 U 0.0 0.0 010 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 010 0.0 0.0 0.0 010 0.0 OX Extend 0.0 0.0, 0.0 0.0 (tO Ok U 0.0 OA 0.0 010 0.0 0.0 0,0 010 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0,0 0.0 0,0 010 010 OA 0.0 0.0 0.0 0.0 Queue Linnt () 0 a 0 0 0 0 0 0 0 () 0 0 () 0 0 0 0 0 0 0 0 0 0 () a 0 0 0 0 0 a VOS Length 0 0 0 0 0 0 0 () 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 Aft Passage Alt Min Gre Ackiptive Detector StIm" X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X R*Xtra call Phases TimingSheets 1661 P/ - : : M 409 Florida DOT District 6 916,_Signal Controller-US1>Detectors>Vehicle&Pedestrian FDOT Detectors 4,1 Vehicle Detector Set 2 Call Queue Add Init passage j Red Lack Ye0ow Lock Volume Occupancy Cal!11-11-se - Switch Phase 0�0 U 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 DeLay 010 0,0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 010 0,0 0.0 U Extend 010 0,0 010 0.0 0.0 0A) OX 0.0 0.0 D'O 0A1 0.0 0,0 0,0 0,0 0.0 (W 0.0 GA) 0.0 0.0 0.0 010 0,0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 Queue Limit 0 0 0 0 0 0 a 0 a 0 0 () 0 0 0 0 0 0 0 VOS Length 0 0 0 0 () 0 0 0 () 0 0 0 0 a 0 0 0 0 0 0 Alt Passage Alt Min Green Adaptive Detector Status Extra Call Phases; Call Overlaps T-7 'Mning Sheets 17/61 2023-06-29 04:46:00 I'M 410 Florida DOT District 6 916-Signal Controller_USI>Detectors>Vehicle&Pedestrian Detectors FDOT I 4.1 Vehicle Detector Set 2 67 619 :6�TE 70_ 71 9 4=9�Eg Cakl Queue Add Wit Passage Red Lock Yellow Lock Volume Occupancy (;all Phase Switch Phase Delay 0,0 0 0 0.0 ob 010 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 010 CIO (LO 0.0 0'0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 O'D 0.0 0.0 Extend 0.0 0.0 0,0 OR O,O OJ) 010 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0,0 OA 010 0.0 0,0 U 0.0 0.0 0.0 0.0 0.0 Oak 010 Queue Linut 0 0 0 0 () 0 0 0 0 0 0 () 0 () 0 Il 0 0 0 0 0 0 0 0 0 0 0 G 0 0 0 0 VOS Length 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o C, 0 C, h o n 0 a h 0 0 0 0 0 0 0 Alt Passage Alt to Green Adaptive Detector Status Extra,Call Phases Call Overlaps TdTning Sheets 7fl/61 2023-06-29 04:46:08 PM 411 Florida DOT District 6 916-Signal Controller�_USI >Detectors>Vehicle&Pedestrian Detectors FDOT 4.1 Vehicle Detector Set 2 ------------------ 101 102 103 104 05 106 107 lot] 109 1102 111 112 11 311141115 116 17 its 119'1201121[LL2 1123 124 125 126 127 128 Call Queue Add I!nit Passage Red Lock Yellow Lock FVIIII 11:11, me Call Phase Switch Phase [May 0.0 0.0 U 0.0 0.0 0.0 0.0 0.0 0.0 U 010 010 010 010 0.0 010 U 0.0 0.0 OX 0.0 0.0 0.0 0,0 0.0 0.(7...0.0 0.0 0.0 010 0.0 010 Wend 010 010 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 U 0.0 0.0 00 0,0 0,0 0.0 0.0 M 0.0 00 0.0 00 0.0 0.0 0,0 0.0 0.0 0.0 0,0 0.0 Queue Limit 0 0 0 () 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 () 0 0 0 0 0 0 0 0 0 VOS Lengffi 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17 0 Alt Passage Alt Man green Adaptive Detector'tatus Extra Call Phises Call Overlaps Timing S'IILLts 19/61 2023-06-29 04:46:08 PM 412 Florida DOT District 6 916-Signal Controller-US1>Detectors>Vehicle&Pedestrian Detectors 4.1 Vehicle Detector Set 3 24, 25 26 !27 20 29 30 31 32 1 2 3 4 5 6 7 8 1 1) 1 10 Jill 11211311114115 161 1a Call X X X X X X X X X X X X X X X X X X X X X X X X X X X X Queue Add lint X X X X X X X X X X X X X X X X X X X X X X X X Passage X X X X X X X X X X X X X X X X X X X X X X X X Red Lock Yeflow Lock Volume Occupancy CaM 11base 1 2 2 2 2 2 3 4 4 4 4 4 1 3 q 6 6 f, 6 6 7 8 8 8 8 8 5 7 Switch Phase Delay 0.0 0.0 0.0 010 (10 0,0 010 U) 0'0 010 010 010 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 OA 0.0 ().0 0.0 0.0 0,0 0,0 0'0 0,0 010 CIO 0.0 Extend 0.0 0.0 0.0 0.0 0.0 0.0 0.0 01 0,0 0.0 OX 0.0 0,0 OJ) U 0.0 0.0 0.0 0.0 OX U 0.0 G'O 0.0 0.0 0.0 OdO 0.0 0'0 0,0 (U) 010 Queue Limit 0 0 0 0 0 0 0 0 0 () Q 0 0 0 0 () 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 v0s Length 0 0 0 0 0 0 0 0 0 G 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Alt Passage Alt Mien Green Adaptive Detector Status X K X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X Extra CaH Phases CaH Overlaps R TimingSheets 20/f11 2023-06-29 04:46:00 PM 413 Florida DOT District 6 9165ignal Controller,-I)Sl>Detectors>Vehicle&Pedestrian FDOT Detectors -.dot 4.1 Vehicle Detector Set 3 J:64: Call Queue Add Inft Passage Red Lock Yellow Lock V0-Iu-me "­-,---- OccupanLy Call Phase Switch Phase Delay 0.0 0.0 0.0 0,0 0,0 0.0 U 0.0 (W 0.0 0.0 0.0 0.0 U 0,() 0.0 0.0 0.0 ok 0.0 0.0 0.0 U) 0J) 0.0 0.0 U ok 0,0 0.0 0.0 0.0 Extend 0.0 0.0 0,0 0,0 0.0 0.0 0.0 010 0,0 0.0 0,0 0.0 0,0 0J) 0.0 0.0 0.0 ('W 00 0.0 U M 0,0 0.0 0.0 0.0 010 0,0 0.0 0.0 0.0 0.0 'Queue LIMA 0 0 0 It () 0 0 a 0 0 0 0 0 () a 0 0 0 0 0 f9 0 0 0 0 0 0 0 0 0 00 0 0 VOS Length 0 0 0 0 0 0 0 0 (1 o a 0 0 (l 0 0 0 0 0 0 Alt Passige All Min Green Adapbve Detector Status Extra Call Phase, Call Overlaps - ll,�nsp 6vy Timing Sheets 21/61 2023-06-29 04;46;08 I'M 414 Florida DOT District 6 916_Signal Controller�_U51>Detectors>Vehicle&Pedestrian FDOT Detectors - ,,1.7 4A Vehicle Detector Set: T6- CAI Queue Add snit Passage Red Lock Yellow Lack volume Occupancy Lftnl Phase Delay 0.0 0.0 00 0.0 010 0.0 0.0 M 0,0 U 0,0 0.0 0.0 0,0 U 0,0 0.0 0.0 0,0 010 0,0 010 0.0 0.0 ok 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Extend 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0A0 0,0 Ob (ho 0.0 Ut OX 0.0 0.0 0.0 OX) 0,0 0.0 0.0 0.0 010 0,0 0.0 0.0 0.0 010 0.0 OM 0.0 Queue Umit G 0 0 0 0 0 0 0 0 0 0 0 0 0 0 l) 0 0 0 0 0 0 0 0 0 VOS Length a 0 a 0 0 0 0 0 0 0 0 0 a 0 0 a, 0 0 0 0 0 Mt Passage Alt Min Greell AdapOve Detector Status Extra Call Phases Call Overlaps W- kafvpmIly Timing Sheets 22/61 20?3.06-29(14:46:08 PM 415 Florida DOT District 6 916-$ignal Controller-U31>Detectors>Vehicle&Pedestrian FDOT Detectors 7T 4.1 Vehicle Detector Set 3 109 110 111 21 flI0411051106110: 1 �!11 , 1122[U L4[j��11271128 ------E19jalfl-10OL10-1 L102L10 Call Queue Acid Iarit. Passage..... Red Lock Yellow Lock Volume Occupancy Call Phase Switch Phase Delay 0.0 0.0 010 (W 0.0 0.0 M 0.0 010 0.0 0.0 0.0 0.0 0.0 010 U 0,0 0,0 0.0 0.0 0.0 0.0 0.0 CCO 0.0 0.0 U 0.0 0.0 010 U 0,0 Extend 0,0 0,0 0.0 0.0 0,0 0.0 0.0 0.0 0'0 0.0 0.0 0.0 U 0.0 (Ml 0,0 0.0 0.0 0.0 0.0 ob 0.0 0,0 0.0 0.0 0.0 0.0 U 0.0 0.0 0,0 (Lo Queue Limit () () 0 () 0 0 0 0 0 0 0 a 0 0 G 0 0 0 0 () 0 0 0 0 () 0 0 0 Md 0 0 0 VOS Length 0 0 0 0 0 0 0 () 0 0 0 0 0 0 0 () 0 0 0 0 0 () 0 0 0 0 0 0 0 a 0 0 Aft Passage Alt Min Green Adaptive Detector Status Extra Call Phases Call over-laps a l s I Tuning Sheets 23/61 2023.06-29 04:46:08 PM 416 Florida DOT District 6 'f 916-Signal Controller-US1>Detectors>Vehicle&Pedestrian FDOT Detectors 4.1 Wilde Detector Set 4 1 2 3] -4--LiLiL-LiL I L(,111-1-12 13 14 15 161 17 1 18 119 120 12 Call x x x x x x x x x x x x x x x x x x x x x x x x Y. x x x Queue me Add Init x x x x x X x x x x x x x x x x x x x x x x x x Passage x x x x x X X X X x x x x x x x x x x x x x x x Red Lock .21,01V-I-IICI Volume Occupancy fi Llllhaw 1 2 2 2 2 1 3 4 4 4 4 4 1 3 5 6 6 6 6 6 7 8 8 8 8 R 5 7 Switch PIIASL Delay 0.0 0.0 0.0 U ok 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,01 (M) 010 0.0 0.0 0.0 0.0 ok 0,0 0.0 0.0 0.0 M 0.0 0.0 0.0 0.0 0.0 0,0 Extend U 0A ok 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0,0 0,0 0,0 0.0 O O 0A 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue.Unut 0 0 0 0 0 0 0 0 0 a 0 () 0 0 0 Cl 0 0 0 0 0 0 0 0 9 () () 0 0 G 0 0 VOS length 0 0 0 0 U 0 G 0 0 0 0 0 0 0 0 0 0 0 0 0 () 0 () 0 0 0 G 0 0 0 0 0 Alt Passage Alt Min Gre Adaptive Detector Status x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x Extra Call Phases CaH Overlaps Timing Shoe" 24/61 2023-06-29 04A6:08 PM 417 Florida DOT District 6 916_Signal Controller_USI>Detectors>Vehicle&Pedestrian FDOT Detectors T�) 4.1 Vehicle Detector Set 4 T381 39 40 41 42 43 44 45 46 47 40 49 50 51 52 53 54 61 631±4�.L�E±jL_LaL Call Queue Add In.,,., . Passage Red Lock Yellow Lock Vuhume Occupancy Call Phase Switch Phase ••_••®. Dday 0,0 0,0 0,0 00 0,() 0,0 0.0 (W 0.0 (W 0.0 0.0 010 Mo 010 010 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OD 0.0 0.0 0.0 0.0 0,0 0,0 Extend 0.0 0.0 ().0 0.0 0.0 0.0 0.0 0,0 U 0,0 0J0 010 010 0.0 (W 0.0 0.0 0.0 ok 0,0 0,0 0.0 0.0 9,0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 Queue Limit 0 0 0 0 0 () 0 0 a 0 0 0 11 0 0 0 0 () 0 0 0 0 0 0 0 () 0 tl 0 0 () VOS Length 0 0 0 0 0 0 0 0 G 0 0 0 0 0 0 0 () 0 0 0 a 0 0 () 0 0 0 0 0 0 Alt Passage Alt Min Green Adaptive Detector Status Extra Call Phases Cail Overlaps y' Timing Sheets 25/61 2023-06»29 04:46:08 PM 418 Florida DOT District 6 916,_Signal Controller-US1>Detectors>Vehicle&Pedestrian FDOT Detectors FT., ".0p,00W 4A Vehicle Detector Set 4 84 ltfl8f,187�88189 190 91�92 193 1 94195196 74 75 76 :7:7]:7:8]:H[�80�I 83 Call Add Init Passage Red lock Yellow Lock Volume oempancy Cin Phase L-IILIIPI-sL-I Dehay 0.0 0.0 0,0 0.0 0.0 0.0 0,0 0.0 U 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 010 010 0.0 0.0 0.0 0.0 0.0 010 U 0.0 0,0 0,0 Pixlend 0.0 0.0 0.0 M 0,0 0,0 0.0 0.0 00 0.0 0.() om 0.0 0,0 0,0 0.0 u 0.0 0.0 0,0 0,0 0.0 u 0.0 ().0 00 tro 0,0 (),0 0,0 0.0 0.0 Queue Mraft 0 0 0 0 0 () 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 a 0 0 a VOS Longal 0 0 0 0 0 0 a U 0 0 0 0 0 0 0 0 0 0 0 a 0 C, 0 0 0 0 4l 0 0 0 0 0 �Al"t Passage r Al,We Green Adaptive Detector Status Extra CM Phases Call Overlaps a n 5 a y Timing Sheets 26/61 202M6�29 04.46:08 PM 419 Florida DOT District 6 916_Signal Controller-US1>Detectors>Vehicle&Pedestrian FDOT Detectors 4.1 Velticie Detector Set 4 Call Queue Add Wt Passage Red Lock Yellow Luck Volume Occupancy Call Phase Switch PhisL Delay Ilk 010 0,0 0.11 0.0 0.0 U 0.0 0.0 ok ok 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OX 010 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 010 Extend 0,0 D.C) 0.0 0.0 0.0 0.0 0,0 0,0 U 010 0,0 0.0 0.0 0.0 0.0 U 0.0 010 ok 010 010 0.0 CLO 0.0 (Lo 0.0 U 0.0 alk U 0.0 0,0 Queue Limit 0 0 0 0 0 0 0 0 1) 0 a 0 0 0 0 0 () 0 0 0 0 0 0 () 0 0 () 0 0 0 0 0 VOS Usngth 0 0 0 0 0 0 1) 0 iD 0 0 0 U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Alt Passage Alt Min Green Adaptive Detector Status Extra Call Phases CaR Overlaps 43 Vehicle Detector Diag Set I 1 2 3 4 13 14 15 1.16 1,7 I-IST19T20121 1 22 23 31 32 --=-,=s 1 71 8 11=11112 No Activity 0 0 0 0 () 0 0 0 0 0 0 0 0 () 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Max Presence 0 0 0 0 0 0 0 0 a 0 0 () 0 0 0 0 0 0 0 0 is 0 0 0 0 a 0 0 0 0 0 0 Erratic Counts 0 0 0 C) 0 0 0 0 0 0 0 0 a 0 0 0 G D 0 0 15 0 0 0 0 0 0 0 0 a 0 0 Fail Time 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1) 4.3 Vehicle Detector Diag Set I 7j;8�19J 4 F 43 4; 45 4M�y 49 50 52 53 1 54, 5=5 1:5_75T ,::6:JE:[5 �61 �6364 No Activity 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 G 0 0 0 0 0 0 Q 0 0 0 0 0 Max Presence 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 15 0 0 0 15 0 0 0 0 0 0 0 0 0 0 0 N'ratic Counts 0 0 0 0 0 0 0 a 0 a 0 0 0 0 0 0 15 0 0 () 15 0 0 0 0 () 0 0 0 0 0 0 Pail"Pime 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �,!�T- rans�' �Idvy Thning Sheets 27/61 2023-06-29 04A6 08 I'M 420 Florida DOT District G 916_Signal iCantroller_11S1 >Detectors>Vehicle&Pedestrian FDOT Detectorse .- .. ����N 4.3 Vehicle Detector Diag set 1 65 66 67 6E (i9 70 71 72 73 74 1 75 76 77 78 79 80. 01 1 E2 1i3 Oh S I E16 87 86i 89 90 91 92 93 94 95 96 No Activity 0 0 0 0 0 0 0 0 0 0 0 0 0 U. 0 0 0 0 0 0 0 0 0 0 6...0 0._..0 0 0 0 0 Max Pre.sence, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 () 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Erratic CuuntS 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Fail Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.3 vehicle Detector Diag Set 1. 97 96p 09 04 1 110 1 99 100 Dq1 102 103 105 106 107 100 111 112 113 iih 1'i5 116 19,7 11g 119 120 121, 122 123 124 1,25 12E 127 1'2t# No Activity 0 0 0 0 0 0 0 0 0 0 0....0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 () Max Presence 0 a 0 0 0 () 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 f3rratie 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (1 0 0 0 0 0 0 0 0 0 () 0 0 0 0 0 0 Fail Time 0 0 0 0 0 0 0 0 () 0 0 0 0 0 0 0 0 0 0 0 0 () 0 0 0 0 0 0 0 0 0 0 4.3 Vehicle Detector®tag Set 2 .0 31 32 1 2 3µ 4 5 tr 7' 0 9 10 1:1 12 L3 14 15 16 17 18 19 20 21 22 23 24 '25 26 27 2g 29 30 No Activity 0 0 0 0 0 0 0 0 0 0 0 ,....0 0 0.. .0 0 0 0 0 tl 0 0 0 0 0.....0 0..._.0... 0 0 0 0 Max:Presence 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 () 0 0 0 0 0 Erratic Counts 0 0 () 0 0 0 0 0 0 0 0 0 0 0 (1 (D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 €1 Fi Time . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (D 0 0 0 0 0 0 a 0 0 0 0 4.3 vehicle Detector Wag Set 2 ____._.__,._....._m_m..............�..�,.»,..,... .............__..._.__.____, ._.._..�_____.._____..._._......�....m................,......,.......�..,..... 33 34p350 37 3!3 39 40 41 42 43 44 45 46 47 4k3 44k 5051 52 53 54 5'S S6 57 SEt S9 60 69 62 63 64 No Activity 0 (D 0 a 0 0 0 0 0 0 0 0 Q 0 () 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Max Presence O 0 0 0 () () 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (D 0 0 0 0 0 0 0 0 0 1) 0 Erratic Counts 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 (1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Fa..il,rhae 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (1 0 0 0 0 0 0 0 0 0 0 0 0 4.3 Vehicic Detector Diag Set 2 6, 6G G7' 60 69 70 7'1 72 73 74 75 76 77 70 79 63L1 91 C32 g3 04 05 i36 g7 09 89 90 91 92 93 '94 95 96 No Activity 0 0 0 0 0 0 0... 0. O 0 0 0 0 0 0 0 0 0 0 0 0 0.. 0 0 0 0 0 0 0 0 0 0 Max Presence 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Erratic Counts 0 0 0 0 () (1 0 0 fl 0 0 0 0 0 0 0 0 0 () 0 0 0 0 0 0 0 0 0 0 0 () 0 Fail Time 0 0 0 0 0 a 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 () 0 0 0 0 0 0 0 1Y1"aplrl y 'i'rentlngSlaeat.M 20/61 2423-06-29Dh';h6:08PM 421 Florida DOT District 6 916-Signal Con troll er-USI>Detectors>Vehicle&Pedestrian FDOT DetectorsimuumliYC� rT� 4.3 Vehicle Detector Diag Set 2 No Activity 0 0 0 G () 0 0 () (8... ..0 0 0 0 0 0 0 0 () 0 0 0 0 0 0 0 0 0 0 0 0 0 Max Presence a 0 0 0 0 0 0 0 0 () 0 0 �O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Erratic Counts 0 () 0 0 0 0 0 a () 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 FaiMme 0 0 0 0 0 0 0 () 0 0 0 0 0 0 0 0 0 0 0 () 0 0 0 0 0 0 0 0 0 a 0 0 43 Vehicle Detector Wag Set 3 1 2 3 4 5_LLL7 J 8 I,7q T-16]171 18TI9 26 21 1 22 1 2 1 4 25 1 9 1 3 2 26 27 28 29 No Activity 0 () 0 0 0 () 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 () () 0 0 0 Max Presence 0 0 () () 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a () 0 0 0 0 0 0 0 0 0 () 0 Erratic Counts 0 () a 0 0 0 0 0 0 0 0 0 () (➢ 0 0 0 0 0 0 0 0 0 () 0 0 a 0 0 0 0 0 Fail9'ime 00 () 000 () (Y0000000000000000000000o0 4.3 Vehicle Detector Diag Set 3 33 34 1 35 1 36 1 27 J28 39 --F4 48 49 57 Sa 59 1 L 46 7 Na Activity 0 0 0 0 0 0 0 0 0 0 0 0 0 0... 0 0 0 0 0 0 0 0 0 0 () 0 tl 0 0 0 0 Max Presence 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Erratic Counts a () 0 0 0 0 0 0 0 0 0 0 0 0 () 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 () 0 Fail Time 0 0 0 0 0 0 0 0 () 0 0 0 0 0 0 0 0 0 0 () 0 0 0 0 0 0 () 0 0 0 0 0 4.3 Vehicle Detector Diag Set 3 GO Oil 6 77 89 -Ls �i—6s LL9 lioJzdEJ 73 LL41�7s 7 _3_ No Activity 0 0 0 0 0 0 0 0 0 0 0 0 0 0 () 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Max Presence 0 () 0 0 0 0 0 0 () 0 a 0 0 0 0 0 0 0 0 0 0 0 G a 0 0 0 0 0 0 0 0 Erratic Counts 0 0 a 0 0 0 0 0 0 0 0 0 0 0 (1 0 0 0 0 () 1) 0 0 0 0 0 0 0 0 0 0 0 Fairrhine 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 () 0 0 0 0 0 0 0 0 0 0 0 0 0 4.3 Vehicle Detector Wig Set.3 97 981 99 100 101 102 103 104 105 10ra11071 2]11311141115 1161117111811191120�112111HIE!IEIIEIL2,6]�128 No Activity 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 a 0 0 0 0 Max Presence 0 0 0 0 0 0 0 0 () 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a a 0 0 0 Fri-atic Counts 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 () 0 0 0 0 0 0 0 Fad Time 0 0 G 0 0 0 0 0 () 0 0 0 0 0 0 () 0 () G 0 0 0 0 a 0 0 a 0 CJ 0 0 0 I�PakY['��`}�1YOY Tinning Sheets 29/61 2023-06-29 04:46:08 PM 422 Florida DOT District 6 ' 916-Signal Controller-USI>Detectors>Vehicle&Pedestrian FDOT Detectors K 4,3 Vehicle Detector Diag Set 4 2 1 4 JLL 6 Ll I' I 1 3 24 25 26 2T 28 29 30 31 32 No Activity 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Max Presence 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 47 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Erratic Counts 0 0 0 0 () 0 0 0 0 Q 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Fail Time 0 0 0 G 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 () 0 0 0 0 0 0 0 0 0 0 0 a 4.3 Vehicle Detector Diag Set 4 1�0]41, 4 2 4V�34 4 S �i 49 50 Ej5j=54 I 5i�1 59 1 60 L61j62L63 64 - j- 111 3' 37 311 3) 1:61E[Hifl 50 L Mn Activity () 0 0 0 () () 0 0 0 0 0 D 0 () 0 0 0 0 0 0 0 0 0 0 0 0 0 Max Presence 0 0 0 0 0 0 0 0 0 0 0 (1 0 0 0 () 0 0 0 0 0 G 0 0 0 () 0 0 0 0 0 Erratic Counts 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 () 0 Pail Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 , 0 0 0 0 0 0 0 4.3 Vehicle',Detector Diag Set 4 65 — --J:72jjH:7:4T7 76. 78 82,, 84�86 ]�H:88:E89L90 W71) 7i� 9192 9354 9 5 1 9=6 66 67 68 1 �L No Activity 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 Mw�Presence 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Erratic Counts 0 0 0 0 0 0 0 0 0 0 0 0 0 () 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 u 0 a t) 0 a 0 t) 0 41 0 0 0 0 0 () 0 0 0 0 0 0 0 0 0 a 0 0 a 0 0 ............ 4.3 Vehicle Detector Diag Set 4 — - T� 1272IV2:31jjjf��127�1213 ]:�O 8 1�O9 �l 0 11�1 2 T,I 1 117�118 :971 913 10, 1 0=1 102"[10� 104=106 10�'7 1 HE9:91—Lo — No&60�y 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Max Presence 0 0 0 0 0 0 0 U 0 0 0 0 0 0 0 0 0 0 f1 () () 0 0 0 () firratic Counts 0 0 0 1) 0 0 () 0 0 0 0 0 0 0 a 0 0 () 0 0 0 0 0 0 0 0 0 0 0 47 0 CA Fail rhne 0 0 0 0 0 0 a 0 0 0 0 0 0 G 0 0 0 0 0 f1 O 0 0 0 0 0 0 4,2 Ped Detector Set I -1:E2 6_ 3 4 �S :7:[8 "� l O��1 I D2 .:1:3�15 16 Phase 6 8 Alternate Walk Extra Coll Phases Call Overlaps 111 ,IinspaNy' TIMIng Sheets 30/61 2023-06-29 04A6:08 PM 423 Florida DOT District 6 916-Signal Controller_US1>Detectors>Vehicle&Pedestrian FDOT Detectors 4.4 Pod De'tcct©r Wag Set 1. I -2-1-3-f-4 [10 11 I 2 13 14 1 5- I-6 No Activity 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 Max Presence 0 0 0 0 0 0 0 0 0 () 0 0 0 0 0 !L,rralic Counts 0 0 0 4 0 0 I 1 0 0 () 0 0 0 0 Tming Sheets 31/61 2023-06-29 04:46:08 PM 424 Florida DOT District 6 T 9 16-Signal Controller-US1>Detectors>Detector Speed Traps FDOT 9.3.3.2 Speed Trap Speed Trap 1 2 3 4 1 5 1 6 1 7 1 8 �911 0 11 12 13 14 15 16 0 0 0 0 0 0 0 a 0 0 0 0 0 1) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Distance 0 a 0 0 () 0 0 Q 0 0 Q 0 0 a 0 0 9.333 Speed Trap Bin Ranges ,Bin 1 2 3 4 j. L L 6 L 7j 8 J_2I0J_jLj 12 1 13 1 1415 16 Range 0 G 0 0-_.__0 0 () 0 0 0 0 0 0 0 0 Timing Sheets 32/61 2023-06-29 04:46:08 Phi 425 Florida DOT District 6 916_Signal Controller_US1>Coordination>Coordination patterns ._ r._ 1111114 5.2 Patterns ],. ';f; .. 3 4. 5 6 7 f1 CycleTlme - o o fI 0 0 o D ..6 Qlffset'Tlme 0 D 0 o 0 0 0 0 Split 1 2 3 4 5 6 7 R Sequence 1 1 1 1. 1 1 1 1 Phase Timing set 1 2 3 A 1 1 1 1 Phase Option Set 1 1 1 1 1 1 1 1 Overlap Set 1 1 1. 1. 1. 1, 1 1 Ped gvip'Set 1 1. 1 I 1 II 1 '1 Priority Set 1 1 1. 1. I. I I 1 Veh.Det.Set 1 1 1 1 1 1 1 1 Ped.Dec.Set 1, 1, 1 1 1 1.. 1 1 V6,[1ek,D4ag Set 1 I 1 1 1 1 1 1, Ped..Det.Diag Set 1. i. 1 1 I. 1 1, 1 De:t.Reset M.ax2.Phases Maxi Phases Max4Phases Correction Made..... Default. Default Default default Default Default Defauult Defaaudt Maximum Mode Default Default Default Default Default Default Default Defaul'f Force Made Default DefaulI Default Default Default Default Default Default Ptrrn Stra iefy Dek"Ilt 1lefaul't Default Default Default: Default Default Default {unit Strategy Default Default Default Default Default Default Default Default No Faaly Return Default Default Default Default Default Default Defalt Default Texas Diamond Default Default Default Default Default Default Default Default Use'Percent Act C¢aord finable Act Coord#Value 0 6 tw 41 f1 D D 0 �1!a11)SdX,I11.'yf ThrIngSheets 33f61 2023-06-2904:46:08PM 426 Florida DOT District 6 916.Signal Controller_US1>Coordination.Coordination Patterns FED �lll� 5.2 Patterns 9 10 11 12 13 14 15 16 Cycle Time 0 €1... 0 0 D 0 D Offset Time 0 4l (? 0 ti Cl 0 p Split 9 10 11 12 13 14 1.5 16 Sequence 1 I 1 I I I 1 1 Phase ThningSet 1 'I I I. I 1 Phase Option Set I I 1. 1 1 1 I 'Y Overlap Set 1 1 1 1 1 1. Ped Ovip Set 1. I I 1 1. 1. 1 1. Priority Set 1 1 1 1 1 1 1 I Veh.[let.Set 1 1 Ped.Det.Set 1. I Veh.Dot.Dlag Set 1 1 1 1 1 1 1 1 Ped.Det @iag Set, I 1 Det.Reset Maax2 Phases Maxi Phases Max4 Phases Correction mock, Default Default Default'. Default Default Defaault Default Default Maximum Mode Default Default Default Default Default DefBaul't Default Default Force Mode � Default Default Default Default Default Default Default Default perm Strateff Default Default Default Default Default Default: Default Default Omit Strategy Default Default Default Defaault. Defauh' Default Deficit Default No Early Return Default Default Default Default Default Default Default Default 'texas Diamond Default Default Default Default Default Default Default Default Use Percent Act Coord Enable Act Coord Vialue 11 0 0fl {) 0 CY 0 a xp„1i V�°J Tinning Sheets 34'd1 2023- bN•29 D4;'46i08 PM 427 Florida DOT District 6 916-Signal Controller-US1>Coordination>Split Tables FDOT 5.3 Spilt Table I 1 2 3 ::4 5 " 6 7 a R 10 11, 12 13 14 is 1 Time(see) 0 a 0 0 0 0 0 0 0 0 0 U 0 0 0 0 Made NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE, NONE NONE froird-Phase Manual Permit 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Manual 011IR 0 0 0 0 0 0 0 0 0 a 0 0 0 0 Mill Split 0 0 0 0 0 1) 0 0 0 0 0 0 0 0 0 Reservice Count 17 0 0 0 0 0 0 S1 0 0 0 0 0 0 0 0 Reservke Start 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservice End 0 0 0 0 0 0 0 0 0 0 0 0 S.3 Split Table 2 —1 —F-2-771 Time(50c) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE Coord.Phase Manual Pei ant 0 0 0 0 0 a 0 0 0 0 CI 0 0 0 Manual Omit 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 a Mill Split 0 0 0 0 (1 a 0 0 U 0 0 0 (i 0 Reservice Count 0 0 0 0 0 0 0 I7 0 U, 0 0 0 D a 0 Reservice Start C) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservice End 0 0 a 0 0 0 0 0 0 0 0 --0 0 - 0 0 5.3 split Table 3 1 '7 1 3 -�-T TI—T=7 [��89 Time(sec) 0 0 0 0 a 0 0 0 0 0 0 0 0 0 47 Mode NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE Coard.Phase Manual Permit 0 C, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Manual Omit 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mb)Split 0 0 0 0 0 0 0 1) 0 0 0 0 i7 0 0 0 Reservice Count 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a Reservice Start 0 1) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservice End 0 0 0 0 0 0 U 0 0 0 0 0 0 0 0 0 ri'ans,p,6ty' Timing Sheets 35/61 2023.06-29 04:46:08 PM 428 Florida DOT District 6 916_Signal Controller�-USI>Coordination>Split Tabus FDOT 5.3 Split Table 4 1 _ 3 f 4 '' 7 R 10 11 78 13 '1(4 15 „ 'kb Tlme(sec) 0 0 0 0 0 0 0 0 0 0 0 0 f} 0 0 0 .Mack NONE NONE; NONE NONE; NONE NONE NONE NONE NONE: NONE NONE NONE NONE NONE NONE NONE Coord.Phase..._. Manual permit 0 0 f? 0 0 0 0 0 0 0 0 0 0 0 0 0 Manual OnIft ll (1 0 0 0 0 0 0 f} 0 0 0 0 0 0 0 Mtn Split 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservice Count 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservice Start 0 AY 0 0 t} 0 0 0 0 0 0 0 0 f} 0 0 Reservice End 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4Y 0 53 Split Table 5 2 ,3. 4 5 G.. 7 0 Time(sec) 0, 0 0 0 0� 0 0 0 0 0 0 0 0 0 0 0 Made NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE coord.Phase Manual Permit 0 0 q} 0 0 0 0 0 0 0 0 0 0, 0 0 0 Manual Omit 0 0 0 0 0 0 0 0 0 (l 0 0 0 0 0 ID Mill Split 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservice,Count 0 0 0 0 0 0 0 0 0 0 0 0 0 0 fl 0 Reservice Start 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 'Reservice End 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 53 Split Table G 1 2 3 4 5 Ea 7 R 0 10 11� 12 13 � 54 5.5 1G Time(sec) 0 0 0 0 0 0 0 0 0 f} 0 0 QD i1 0 0 Made NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE Courd.Phase Manual permit (1 0 0 0 0 0 0 0 0 f} 0 0 0 0 0 0 Manual Omit 0 0 11 0 0 fY 0 0 0 0 0 0 0 0 0 0 Min Split 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservice Count 0 0 0 0 0 0 0 0 0 0 0 0 0 t} 0 0 Reservice Start 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 Reservice End 0 0 f1 0 0 0 0 0 0 0 0 0 0 0 0 0 "m° d" NIIhridrYlll,:." ThninRSheets 36/61, Eg13-Oft-2'i)04:4E,;0flPM 429 Florida DOT District 6 916_Signal Controller-USI>Coordination>Split Tables FDOT T ............ 5.3 Split Table 7 1 2 3 11 me(sec) 0 0 0 0 0 0 0 0 0 0 0 Made NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE, NONE NONE NONE NONE Coord.Phase Manual Permit 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Manual Omit 0 0 0 0 0 a 0 0 0 0 0 a 0 11 0 Min Split 0 0 a 00 0 0 0 0 0 a 0 0 0 0 0 Reservice Count 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservice Start 0 0 0 0 0 0 0 0 0 0 tE 0 0 0 0 0 Reservice End 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.3 Split Table 8 1 2 3 Time(sec) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE Coord.Phise Manual Permit 0 0 0 0 0 0 0 0 0, 0 0 0 0 a 0 0 - "1 00 0 Manual Oini 0 0 0 0 0 0 0 0 0 0 0 0 Min Split 0 0 0 l9 0 0 Cl a 0 0 0 0 0 0 0 0 Reset-vice Count 0 0 0 0 0 0 0 0 0 0 0 0 1) 0 Reservice Start 11 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservive End 0 0 0 0 0 0 a 0 0 4l 0 0 0 0 0 a 5.3 Split Table 9 1 2 3 4 5 6 7 8 9 10 11 12 Time(sec) 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 Mode NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE Coard.Phase Manual Permit 0 0 0 0 0 0 0 0 a 0 0 0 0 tl 0 Manuai,Omit 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 Min Split 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservice Count 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 '...Reservice Start'.t G 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservice End 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 :RT ii a r la i� TimingSheets 37/61 2023-06-29 04:46:08 I'M 430 Florida DOT District 6 916_Signal Coantroller_US1>Coordination>Split Tables FDOT a 5.9'.Split Table 1,0 1 2 3 4 5 tr 7 0 4 10 11 12 13 14 1S j 16 Time(sec) 0 0 0 0 CD 0 0 0 0 0 61 0 0 0 0 0 Mode NONE NONE NONE NONE NONE. NONE NONE. NONE NONE NONE NONE NONE NONE NONE NONE NONE Coord..Phase Manual Permit 0 0 0 0 iD 0 0 0 0 0 0 0 0 0 0 0 Manual Omit 0 0 0 0 0 0 0 0 0 0 Q 0 0 0 0 0 Min Split: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ileservice Count 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 lteservice Start 0 0 0 ID 0 0 0 0 0 0 0 0 lY 0 0 0 Eeservice End 0 0 0 it 0 0 0 0 0 0 0 0 0 0 0 0 5.3 Split Tattle 11, 1 1 2 3 4 T5 G 7 ti 9 10 11 12 13 14 1,5 16 'rime(sec) 0 0 0 0 0 0...... 0. 0 0. 0 0 0 0 0 0 0 Mode NONE NONE NONE NONE NONE NONIi NONE NONE NONE NONE, NONE NONE NONE NONE.: NONE NONE Coord.Phase Manual Permit. 0 0 0 0 0 0 0 0 0 0 0 d➢ 0 0 0 0 Manual Omit 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Min Split 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservice Count 0 0 0 (1 0 0 0 0 CI 0 0 0 ll 0 0 0 E.esmice Start 0 0 0 0 0 0 0 0 fa 0 0 0 0 0 0, 0 iteservice,End.... 0 0 0 0 0 tl 0 0 0 0 0 0 0 Cf' 0 0 5.3 Split Table 12 1 2 3 A' S 6 7 k§�1 10 11 12 13 14 i5 1ta Time(sec) 0 0... 0.... 0 dD 0 0 0 lb 0 0 0 0 0 0.. 0..... Mode NONE NONE NONE NONE; NONE NONE; NONE NONE NONE: NONE NONE NONE NONE NONE NONE NONE: Coord.Phase Manual Permit..... 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Manu.alOnut. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mi 1 SpUt 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Eeservice Count 0 0 0 0 0 0 0 0 0 lY 0 0 0 0 0 0 Reservice Start 0 0 tY 0 0 0 0 0 0 0 0 0 0 0 0 0 aeservice End 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Tr°dP6°.I9yvlty Tninnp,S'heets 3E/61 202;3i-O6-290Ao46?08PM 431 Florida DOT District 6 916_Signal Controller_US1>Coordination>Split Tables 5.3 Split Table 13 1 2 3 4 3 14 -1 1.5 16 1-1-7- 1 Time(Sec) 0 0 0 0 0 0 0 0 0 0 a 0 0 0 9 0 Mode NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE Coord,Phase Manual Permit 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Min Splik 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservice Count 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservice Start 0 0 0 0 0 0 0 a 0 0 0 a 0 0 0 0 Reservice End 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 13 Split Table 14 4 S J_ 62 L 8 ' 72-1-173 1 14 1 is 1 16 'Time(see) 0 0 0 0 0 0 0 0 0 0 0 0 ll 0 0 0 Mode NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE Coord.Phase Manual Permit 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 Manwd,Onlit 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Min Spit. 0 0 0 0 0 0 0 0 0 0 0 0 0 Reseivice Cwoit 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reservice Start 0 0 0 0 0 0 0 0 0 fl 0 0 0 0 0 Reservice End 0 0 0 0 ll 0 0 0 0 0 0 0 a 0 0 5.3 Split'rable 15 1 2 !LI�13 14 1 15= Time(sec) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NONE NONE NONE NONE NONE NONE NONE NONE NONE' NONE NONE NONE NONE NONE NONE NONE Coord.Phase Manual Permit 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 Manual Omit 0 0 a 0 0 0 0 D 0 0 0 0 0 0 0 Min Split 0 0 a 0 0 0 0 0 0 0 0 0 0 0 a 0 lieservice Count 0 0 0 tl 0 0 a 0 0 0 a 0 0 0 Reservice Start 0 0 0 0 0 0 0 0 0 0 0 0 C@ 0 0 0 Reservice End 0 0 0 0 0 0 0 ll 0 0 0 0 0 II 0 0 -al"Ispm ty, TimingSheets; 39/61 2023-06-29 04:46:06 PM 432 Florida DOT District 6 916_Si nal Controller-US1>Coordination>Split Tables FDOT ...wuwu0N1 ,emu 5.3 Split.Table 1,6 _ 1 2 3 A 5 G 7 8 9 10 11 12 13 14 15 �1 Time(srtc] 0 O () 0 0 0 0 G G G G C) f➢ 0 0 0 Mud, NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE NONE; NONE NONE NONE NONE NONE C:anrrl,Phase Manual Permit 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Manual0mit O 0 0 0 0 0 fl 0 0 0 0 0 0 0 0 0 Min Split.._. 0 0 0 0 0 0 0 0 C) 0 0 0 1) 0 0 L t °vlce t;nnnt fi 0 C) 0 G 0 0 G 0 0 0 O 0 0 0 G vice Stark 0 C) 0 f) 0 0 0 G 0 C) 0 0 0 0 0 0 vice End CN 0 0 0 0 0 0 0 0 0 0 4I 0 0 0 0 V Nll`.a cN!"IC! TumingSbeets 40/61 2023-06-2904iW08PM 433 Florida DOT District 6 916.Signal Controller_USI>Time Base>Schedules FDOT 6ASchedules, Month Date Day I C 1�77T819 M112�22FT 26 27 28 29'30 31 Plan [IT6 IS 19 I x x x x x x x x x x x x x x x x x x x x x x x x x X. x x x x x x x x X. x x X. x x x x x x x x x x T. 2 X X X X X X X X X X X X X x x x x x x x x x x x x x x x x x x x x X. x x x x x x x x x x x 2 3 0 4 0 5 0 6 0 7 8 Month Days OfWeek Date Day -11, JD S M T W I P 'S ff FfljTfjT0N T12 3 4 6 7 0 9 10 11112 13 14 15 16 17 18 19 20 21 22 23 24 25 26 7 29 29 30 31 Plan TT-,FF-, 0 0 10 co 11 0 —L2— 0 13 0 14 0 0— IS 2�f Til m311 S a Y, Timing Sheets 41/61 2023-06-29 04:46:014 PM 434 Florida DOT'District 6 916-Signal Controller-US1 > Time Base > Day Plains FDOT 'Willi l- 6,5 Day Plan 1 , Event# 2 3 1.10 4 5 6 7 89, iC 11 12 13 14 5 6 Hour 0 6 10 14 18 0 0 0 0 0 0 0, 0 0 0 0 Minute 0 30 30 45 30 0 0 0 0 0 0 0 0 0 0 0 Action 4- 2 3 2 4 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 1 Event# 17' 18 14 20 21 22 23 24 25 1 2 1 27 28 29 30 31 2 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 CD 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 2 Events# 1 2 3 4 S 6 7 8 9 10 11 12 13 14 15 16 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 1 0 0 0 0 C) 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 2 Eventit 17118 a6 20 21, 22 23 1, 24 25 2:6 27 28 29 30 31 32 Hour 0 0 0 0 1) 0 0 0 0 0 C) Ol 0 0 0 0 Minute 0 0 0 0 0 0 0 () 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 3 Event# 1 23 4 5 6 7 8 9 10 1,1 12 13 14 15 16 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 t) 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 3 Event# 17 18 19 20 21 22 23 24 25 26 27 28 23 30 31 32, Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 t) 0 0 0 0 0 0 0 0 0 Action 0 Ol 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 4 Event# 1 2 3 4 S 6 7 8 9 10 711 12 13 14 15 16 I Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 4 Event# 17 1 18 1 19 1 20 21 22 23 24 25 26 27 28 29 30 31 32 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Timing Sheets 42/61 2023•06-2904:46:011nM 435 Florida.DOT District 6 916_Signal Contraller_US1 >Time Base > Day Plans FDOT � 17, 6.5 Day Plan 5 Event# 1 2 3 4 5 6 7 8 9 10 11 12 J 13 1k -15 16 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action d) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan'5 Event# 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Hour 0 (] 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 1) 0 0 0 0 0 0 0 dl 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (} 0 6.5 Day Plain 6 Event# 1 2 3 4 5 , 7 9 9 10 11 12 13 14 15 16 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 () 0 0 0 0 0 0 0 0 0 0 0 0 0 66.5 Day Plan.6 .5 &# 17 18 19 20 21 22 23 24 25 26 27 28' 29 30 31 32 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 d) 0 0 0 () 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 7 Event# 1 2 3 4, 5 6 7 8 1 9 10 11 1,2 13 1.4 15 16 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 i) 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cl 6.5 Day Plan 7 Event# 1.7 18 _ 19 20 21 22 23 24 25 26 27 28 29 30 1, 32 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 8 Eventtk 1 2, 34 6 7 8 9 10 11 12 13 14 15 16 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 6.5 Day Plan 8 Event# 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . l° V'l r, pre, V°N ,' Timing Sheets 43,/61 2023-06-29 ft46:0R PM 436 Florida DOT District 6 916-Si nal Controllor_US1 > Time Base > Day flans F'DOT 6.5 Day Plan 9 Event4 1 2 3 4 5 6 7 8 10 11 12 13 14 15 16 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 tb Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plana 9 Event## 17 18 11) 20 1 21 22 23 24 25 26 27 28 29 30 31 32 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 10 Event## 1 Z 3 4 5 6 7 11 8 9 113 . 11 12 13 14 15 16 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 10 Event#t 17 1td 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 &5 Day Plan 11 EvenO 1, 2 4 5 6 7 8 9 10 11 12 13 14 15 16 Hour 0 0 0 0 0 tb 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 tb 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 tb 0 0 0 0 0 0 0 0 0 6.5 Day Plan 11 Event# 17 18 19 20 21 22 23 24 25 2,6 27 28 29 ?0 31 32 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 tl 0 0 Cb 0 0 tb 0 0 0 0 0 0 Action 0 0 0 0 (I 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 12 Event4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Flour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 12 Event## 17 18 19 2011. 21 22 23 24 25 26 2 11 7 28 29 I 30 f31 32 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 () 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Rf f ram palri ty' Timing Sheets; 44/61 2023-06-29 04 46:0E"437 Florida DOT District 6 916_Signal Contraller_US1 > Time Base > Day flans FDOT 6.5 Day Plan 13 Event# 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1,6 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 13 Event# 17 18 19 20 21 22 23 24 25 26 27 2£1 29 3a 31- 32 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 14 Event# A =23 4 5 6 7 3 4 1a 11 12 13 14 15 16 Hors 0 0 0 a 0 0 a a 0 a a 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Actian 0 0 0 0 0 0 0 0 0 0 0 0 01 0 0 0 6.5 Day Plan 1.4 Eve t# 17 13 19 20 21. 22 23 24 25 ZG 27 20 29 30 31 1 32 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 Action 0 0 0 0 01 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 15 Event#8 1, 2 3 4 5 6 7 8 9 10 11 12 13 1,4 15 16 __. Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 f) 6.5 Day Plan 15 Event# 17 1T3 19 20 21 22 L3 24 2s 26 27 28 29 3071� 31 32 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Plan 16 Event# 1 2 3 4 5 6 7 Tl 9 10 1.1, 12 13 14 1s 16 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 Day Platt 16 Event# 17 1,8 1 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 4l 0 0 0 0 0 0 0 0 0 Timing Sheets 45,/61 2023-06-29 04:46sOP nTM" 438 Florida.DOT District 6 916_Signal Controller-US1>Time Base.Actions FDOT 6.6 Action,Parameters 7. 2 3 +& 6 7 g Pattern Pzatter'n1 Pattern2 Patmrn3 Patterwl Automatic Automatic Automatic Automatic Auxiliary Function Special Functions 1.8 Special Functions 9-16 Detector Reset Detector VOS Log No Action No Action No Action No Action No Action No Action No Action No Fiction Speed Trap Log No Action No Action No Action No Action No Action No Action No Action No Action Cycle Mr.Log NoAction No Action No Action No Action No fiction, No Action No Action. No Action Nigh Res Log No Action No Action No Action No Action No Action No Action No Action No Action 6.6 Action Parameters 9 ��,...... IX8 11 12 15 1^k 15 16 Pattern Automatic Automatic Aautomatic.. Automatic Automatic Automatic Automatic Automatic Auxiliary Functio¢r.�._... Special Functions 1-8 M� Special Functions 9.16 Detector Reset.. Detector VOS Log No Action No Achou No Action No Action No Action No Action No Ration No Action iSpeed Trap Log No Action No Action No Action No Action No Action No Action No Action No Action m._ ,.,Cycle MOO Log No Action No Action No Action No Action. No Action No Action No Action No Action Ihgh Res Log .„.. No Action No Action No Action No Aaiun No Action No Action No Action No Action 6.6 Action Paranteter'sf 1.9 18 19 21 21 Pattern Automatic Automatic Automatic; Automatic Automatic Automatic Autonnatic Yp Automatic Auxiliary Function Special Functions 1•8 Special Functions 9.16 Detector Reset Detector VOS Log No Action No Action No Action No Action No Action No Action No Action No Action Speed Trap Log No Action No Action No Action No Action No Action No Action No Action No Action Cycle M OE Log No Action No Action No Action No Action No Action No Action No Action No Action High Btes Log No Action No Action No Action No Action No Action No Action No Action No Action li,a tl.pad',;.Y' Timing Sheets 46/61 292 3-06-2964AMMPM 439 Florida DOT District 6 91 6 Signal Controller,_US1>Time Base>Actions FDOT ,,,... 6.6 Action Parameters 25 2Fi 27: 28 29 30 Pattern _ Automatic Automatic Automatic... Automatic Automatic Aurtornatic -Automaktc Automatic Auxiliary Functsun Special Functions 1-8 Special Functions 9-:1.6 Detector Reset Detector VOS Log W�. No Action No Action No Action No Action No Action No Action No Action. No Action Speed Trap Lag. No Action No Action No Action No Action No Action No Action No Action No Action Cycle MOM Log No Action No Action No Action No Action No Action No Action No Action No Action High lies Log , No:Action No Action No Action No Action No Action No Action No Action Na AOon Timing Sheets 4T/6'A 2023-06.27 04:46:06 PM 440 Appendix J Intersection Analyses 441 Existing (2022) Conditions 442 HCM 6th TWSC 101: Overseas Hiohway & Camelot Drive I NIN"1 10,,MR MEMO Int Delay,s/veh 03 Lane Configurations tt r tt r Treld'Val,'Yeh 6, 0, 23 "1%4 D ,Q Future Vol,veh/h 6 0 23 0 0 0 18 648 b 2 1504 18 Ponfllcflnj'Pe6,#Ihr "0 -0 01'— D 0 '1-11 0 0 0, Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free No� `­ h6 Non I - "I'll,4 , " 11 ,I 1 :1 1 T�ee_, Storage Length 0 0 125 190 165 - 215 V6h in Medlari'Sto ej# - Al 'D, rag 0, 0, Grade,% - 0 0 0 0 Peak Hour Factor 94 94 94 94 04 94 94 94 '94 ;J94, 94 '94 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 '689, 2�,,'1000 Mvmt Flow 6 0, 24, 0' 0 19 Conflicting Flow All 1987 - 800 1531 2331 345 1600 0 0 689 0 0 ,S tag6 1 1604 721,, 727, 'Stage 2 383 804 1604' Critical Hdwy 4,5 4 4,J5' "4,5 '4 4,14' 4A4 Critical Hdwy Stg 1 4.5 - 4.5 4,5 - CHfical Hdw'j 8tg 2 4.5 4,5 0 Follow-up Hdwy 3 3 3 3 3 2.22 2.22 Pot Cap-1 Maneuver 205 0 676 3113 148 '941 405 901 0 Stage 1 293 0 - 645 645 - - - 0 Stage 2, 868 0 603 293 0 Platoon blocked,% Mov Cap-I Maneuver 197 616 290, 141 941 405 901 Mov Cap-2 Maneuver 197 - 290 141 - - Stage 1 279 61,5 615 Stage 2 827 580 292 HCM Control Delay,s 1$13 HCM LOS 8 Capacity(veh/h) 405 ,'197 tad, - HCM Lane V/C Ratio U47 0.032 0.036 0.002 HCM Control Delay(s) 1413 A0 1b.'5 0 HCM Lane LIDS 8 C 8 A A HCM 95th,Me Q(veh) DJ 0,11, 01 ''0 Existing AM Peak Hour Synchro 11 Light Report 443 HCM 6th TWSC 104: Mee Road & Overseas Hwy SB 111111111111111111111111111 k"gigg"ff",ggjjlj Liij�sIl" Int Delay,s/veh 0 1 NOWNIN,�117211frEffiffiNg' ", Lane Configurations Traffic Vol,Viehh, 6 �'o, 0 12 16112, Future Vol,veh1h 5 0 0 0 12 1612 PcInflictirig P6I Nhr 0 0, 0 'o s Sign Control Stop Stop Free Free Free Free RTChan''heflzed - None N o'nie ',None' Storage Length" 0 275 Veh in,Medlin Storage,# Q' 0 'o Grade,% 0 0 0 Peak Hour Factor _90 90, 90; 90 go ,go Heavy Vehicles,6�6 2 2 2 2' 2 2 MV'M:t Flow 6'' 0 0 1 1791 Conflicting Flow All 922 - 0 0 Stige'l 0 Stage 2 922 d Critical'HWY 4,6 4'.14,,, Critical Hdwy Stg 1 Oritical Hdlwy'Stg 2 44 Follow-up Hdwy 3 2.22 Pot Cap-1 Maneuver 643 0 Stage 1 0 Stage 2 543 0 Platoon blocked,% Mov Cap'-1 Maneuver 543 Mov Cap-2 Maneuver 543 Stage I - 7 Stage 2 543 - HCM Cibntrol'Oelay,s' 111:T- HCM Los B Capacity(v6h/h) 543': HCM Lane V/C Ratio 0.01 H'CM CO'ntrol'belay(s) 1:1.7 HCM Lane LOS B HCM 95th 1/otile Q(veh) 0 Existing AM Peak Hour Synchro 11 Light Report 444 HCM 6th TWSC 105: Overseas,H,wy NB & Jule e Road Int Delay,s/veh 0.4 rg", 410011,ffi�I Lane Configurations Traffic Vol,' e th 0 0, 0 8 1 803, 9, -0, 0, Future Vol,veh/h 8 9 0 0 9 8 1 803 9 0 0 0 Ponflicting Peds #Ihr 0, 0 '0", 0, 0 0 b ""o, "1 0, 0 Sign Control Stop Stop, stop Stop Stop Stop Free Free Free Free Free Free None one 'None'' RTIChahn6lized None N' Storage Length V611 in Me�lla' '0, 0 :'Q ' n storage,' 0, Grade,% 0 0 0 0 Peak Hour Factor 92, 92 92 92, 92 92 '92 92 9,2 92, 92 42 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 9', 10 0 0 '16 9 1 873 10,, ,0,, Q, 0,' jffi� 111 1111, Conflicting Flow All 444 886 - - 881 443 0 0 0 Stage 1, 0 Stage 2 444 886 0 - - Critical' y HdW 4,5 4.5 4,, 414, I Critical Hdwy Stg 1 - 4.5 - - C ritical Hdwy Stg 2 04.5 1 Follow-up Hdwy 3 3 - - 3 3 Z22 Pot Cap-1 Maneuver 824 5,61 0 01 563 877 Stage 1 - 0 0 563 - Stage 2 824, 561 0 0 Platoon blocked,% Mov Cap-1 Maneluvef 8,05 560 - - 562 876 Mov Cap-2 Maneuver 805 560 - - 562 - Stage 1 . 562 Stage 2 802 560 HCM Control Delay,s 10.7, 10,5 HCM LOS S B Capacity(veh/fi) 654 676 HCM Lane V/C Ratio 0.028 0.027 HCM Control Delay(s) 101 110.5, HCM Lane LOS B B HCM 95th O/otile Q(veh� 0A 0.1 Existing AM Peak Hour Synchro 11 Ught Report 445 Timings 166: Overseas Hmv & Ocean Blvd +� ro';J ,,, r,,, � ,`,�° fLo „ f if tim � 'ill, Lane Configurations r Tfa-ffic Volume,(voh) 46 0, 1 24 9 "� 7 1,9 6' 1406 65 Future Volume(vph) 46 0 24 9 1 37 619 6 1406 95 Tura type,,, Perm NA Perm Perm' � � NA pen+pt 'hIA P&f6: INA"' Pe"rr, Protected Phases 4 8 5 2 6 P6mri tted Pfias ` 4 4 8 6 Detector Phase 4 4 4 8 8 5 2 6 6 6 Minimum Initial(s) 7.0 7.0 7.0 7.0 7.0 4.0 19,0 15,0 15.0 1&0 lorli�rum, pliit(s). :0 25,0 25,(t 25'0 W 24� 5;8;' 24f�;, . " 4. Totai Split(s) 25.0 25,0 25.0 25,0 25.0 25,0 115,0 90,0 90.0 90,0 Tripl 17: q/u 17,9�/m 1 .9°Aa 1 ,9/0 " 11';9 81% ' 64: ` ; 64;3% A/o' Yellow Time(s) 3,4 3.4 3.4 3A 3.4 4,8 4.8 4,8 4.8 4,8 All- erg Time(s) 4A 4.4 4,4 44 4w4, 1.0 , 20 10 2:0 2,0 Lost Time Adjust(s) 0,0 0,0 0,0 0.0 0.0 0.0 0.0 0.0 ,Total LostTime'(s)-- 7.8 7.8 7;8 5� ; 0a8 61 ,,,: 6E8 "6118 Lead/Lag Lead Lag Lag Lag Lead-t.ag t7ptimize? ye"s;, Ye des..- Yes Recall Made None None None None None None C-Max C-Max C-Max C-Max Act, ffr,,Oreerr(s) 11.E 11n2; 1��2 �117 `;;;9�, 1t185186 ", Q8v6 Actuated g/C Ratio 0.08 0,08 0.08 0.84 0,85 078 0.78 0,78 wr�o;I aCSo ,47 0.14 0,111 01,1 7 ' 0,,ip "'',0.0 Control Delay 74.3 1.4 56.7 4.5 3.0 6.5 9.9 1,9 Queue Delay 0.0 0,0 0.0 'u i0�0 0.0 0,fl 0.0 Total Delay 74.3 1,4 567 4.5 10 6,5 9.9 1.9 Los E A E A A A A A Approach Delay 49.4 56.7 31 9.3.. Approach LOOS D E A, A Cycle Length:140 Actuated Cycle Length. 140 ,Offset,0(0%),Werenced to phase 2,NBTL and 6,SBTL,Start of Yellow Natural Cycle. 100 !Control Type:A tuuated- aerdihated Maximum v1c Ratio:0.58 1'tit6f§ect 6ri Signal t?elatr.9. lntar section LOS'A Intersection Capacity Utilization 70.5% ICU Level of Service C Analysts Period'(mih)1 Splits and Phases: 106:Overseas Hwy&Ocean Blvd s '9 7+04 Existing AM Peak Hour Synchro 11 Light Report 446 Queues 106: Oversees Hwy & Ocean Blvd -,11► t , 111 ffil" l � ) !i 1, Lane Group Flaw(vph) 52 27 12 42 700 7 1580 107 We Ratia; 0,47 0a14 0,111 0,11 0,23 !0,01 0;58 040� Control Delay 74.3 1A 56.7 4,5 10 6.5 9,9 1.9 Queue Delay OWO 0,0 OQp 0.0 0,10 � 0.0 �0.0 0:0 TotallDelay 74.3 1,4 56.7 4.5 3.0 6.5 9,9 1.9 Queue Larlgth 50th'(ft) ; 46 t9 10 62 2, 334� � 4 Queue Length 95th(ft) 88 0 30 15 94' 7 450 23 ant rnel'Link Qisf(ft) 187 294 ' 486 219 Turn Bay Length(ft) 42 160 160 Oese 'taahty(vbh) ;1171 264 164 ` 381 2993 5511� ,2741 1211 Starvathon Cap Reductn 0 0 0 0 0 O 0 9 pillbadk, ap'Redudtn O 0 0 0 0 O 0 Storage Cap Reductn O 0 0 0 0 p 9 (J Reduded"v/cRatio 030 0,10 0.07 OA1'" i" 0.23 0.01" 0,58 0,09 Existing AM Peak Hour Synchro 11 Light Report 447 HCIVI 6th Signalized Intersection Summary 1,0 : Overseas Hwy & Ocean Blvd fir "' '► Lane Configurations Traffic'Volume(Veh/h) 46 0 24 9 1 1 37 619 4 6/ 1406` 9 Future Volume(veh1h) 46 0 24 91 1 1 37 619 4 6 1406 95 l(nitiai�Q(Q ,;;ei h O 0 0 a 0, 0 0 O 0 " O a a Ped-Bike Adi(A_pbT) 0,99 1�00 0.99 0.99 1 00 1.00 1.00 1.00 Orkin 'us'Aoj' , 1,00 1,00, 1,00 1,00 1,00 1.06 '1.00 1.00 t00 "10.; 1,00 1,00 Work Zone On Approach No No No No Adj dt Flow,vzhP lln 1870 1.670: 1870 ;100 1870 � 1870 1870 �1�70 ; ��;1870;.�: 1870� - 1�10 Ad)Flow Rate„vehlh 52 0 0 10 1 1 42 696 4 7 1580 0 ,Peak Hour Factor 0,89 0.89 0A9 Ow g 0,89' 0,89', 0,89 O,89 0,89 0,89, '01 9 0,69 Percent Heavy Veh,% 2 2 2 2 2 2 2 2 2 2 2 2 dap,'veh1h 126 0 115 12 7 290 '�4§7 18 623 22726 Arrive On Green 0.05 0.00 0.00 0,05 0.05 0.05 0.03 0.84 0.84 0,77 0.77 0.00 Sat Flog,veh/h 1444 0 1585 1314 224 140' 1781` '3623 21 " 745 3554 1585 Grp Vdiume(v),vehlh 52 0 0 12 0 0 42 341 359 7 1580 O Grp SaI Flo (s)eeh/h/ln 144 O 1551678 O O 1781777 1867 r746 1777 158 Q Serve(g-s),s 4.0 0.0 0.0 0,0 0.0 0.0 0.6 5.2 5.2 0:3 26.1 0,0 Cycle Q Clear(g_c),s 4,9 O.O 0.0 O,9 Ou0 U 0.'6 5.2 ;2 ;,0, 261 6,0 Prop In Lane 1.00 1.00 0.83 0.08 1.00 0.01 1.00 1.00 np Grp ap(n),vehYh' „126 O34 O .; 90 15005T5;: 623 7 VfC RatioN 0.41 0.00 0,09 0.00 0.00 0.14 O.23 0.23 0.01 0,58 Avall ap(c_a) veh/h �226 ' ' 0 237 ' Q' 6 '471 1590 1575`��� 623' . 272 HCM Platoon Ratio 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 Upstream Fllter(l) 1.00 0,00 0.00 1",00 O.00 0,00, 1.00 1.00 1,00 1b0 ' 1;00 "uo Uniform Delay(d),sfveh 65.2 0�0 0.0 63.4 0.0 0.0 5.8 2.1 2.1 3.8 6,9 0,0 Incr Delay(d2),'s/veh 2,6 0.0 0.0 9.3 O�0 0.0 ! O.2 0A 0,3 0,0, 6.9 O.O Initial Q Delay(d3),slveh 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0�0 0.0 0.0 0.0 0.0 Me BackOfQ( 0%),veh n 1,9 0,0 0,0 04 O.O 0,0 03 1,5 1.6 0,0 9.1 0.0 Unsig.Movement Delay,sfveh LhGrp;Oelay(d),slveh 67,7 0.0 0,0 63„7 0.0 O.O 6,0 ; 2,5 2.4 3.9 73 0,6 LnGrp LOS E A F A A A A A A A Approa'ch Vol,yehlh 52 12 �71412 � 1587; Approach Delay,sfveh 67.7 63.7 2.7 77 Approkh`LOS E E k A; Pl*ICu�ratlorn;( �Y+Rc) s 1124�9 15.1 1"0.8 A14,1 A5,1 Change Period(X+Rc),s 6�8 7.8 6.8 6.8 7.8 MiK reern e((ing(Gm x), 108.2 17.2' '1822 `83.2 17,2 Max Q Clear Time(g_c+11),s 7,2 6.9 2.6 28A 2.9 Green Ext Tian (P c),s 41 O,1 0,0 IM 0,0 „ ",',,,,` ,°"1' „","°� �1�iJ%lf���ll��fil�liii11111'lllTll)II1Jll% 11I1�fOl'''l��%%%�Illll'°J,ll�l'lll1� I�,�JI'ly Ji1 R'�J1J111JJ1'll''''11�111'J��'ll�;�l'l�ID1l,NlC ll fll�l';� l� (' l'�`'lll, HC'M 6tih,CtrI,Clelay 7w8 HCM 6th LOS User approved pedestrian interval to be less than phase max green. f nsignall edbelay for[ BR,Sl R is excluded from cahlafion of th6 approach delay and intersection delay. Existing AM Peak(Hour Synchro 11 Light Report 448 HCM 6th TWSC .201: Driveway & Overseas Hwy SB Int Delay,s/veh 0 m Lane Configurations T 41 ,CV6,,veh/h 6 o 0 , 16'0", - 2, ' '' Future Vol,Veh1h 6 0 0 0 2 1641 06inflictin "Pe'ds,#/hr 0 ;0, "0',11, I g Sign Control Stop Stop Free Free Free Free Rt Charihe"lizod None None,',, 'Storage Length' 0 125 #,V611 in Median' storage, `, o " Grade,% 0 0 0 Peak Hour Factor go go go 'go go 9 Heavy Vehicles,% 2 2 2 2 2 2 Mvint Flow 7 0 0 1823 Conflicting Flow All 916 - 0 0 Si ag�11 1 0 ' e Stage 2 916 Odtic6ll HdW *5 Critical Hdwy Stg 1 Crificall HdWySt6,2 41,5, Follow-up Hdwy 3 - 222 Pot Cap-I Maneuver 546 0 Stage 1 - 0 Stage 2 546 0 Platoon blocked,% Mov Cap-'I M'aneuver 546 Mov Cap-2 Maneuver 546 Stage 1 Stage 2 546 HCM'Control Dela'y,'s 11 17 HCM LOS 6 bapa"dity(vehlh)' 546 HCM Lane V/C Ratio 0.012 HCM Coirtrol Delay(s) 11.7 HCM Lane LOS B HCM 95th%tile Q(veh) 0 Existing AM Peak Hour Synchro 11 Light Report 449 HCMI Sth TWSC 202: Overseas Hwy NB & Driveway Int belay,slveh 0.1 Lane Configurations Traiflc Vpl,velilh 0 0" ; , 9 21, 606 0 0. ,` , 0 _ 0 , Future Vol„veh/h 6 0 0 0 0 0 21 806 0 0 0 0 Conflicting IPeds,W r '0 0 " 0 0, 6 0 0 8 0 0 , 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free IR hanneli4ed - ngi1e' gone r none "�lctte Storage Length - - Vh irr`M�eiariStoeage,' 0 0 0 0 grade,°l0 0 0 0 0 Peak Hour Factor 91 91 1 91 '91' 01 91 91 91 1 91 91 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 _ Mvrnt Fllow ? 0, 0 0 0 0 2 886 0' 0 0 0 Conflicting Flow All 489 932 932 443 0 0 01 ;stage 1 0 Stage 2 489 932 - 0 - - riticM Hdwy' 4,5 4',5' 4 4,14 Critical Hdwy Stg 1 - - - 4.5 - - - Critical Hdwy Stg 2 4.5 4.5 Follow-up Hdwy 3 3 3 3 2.22 - Pot Cap-1 Maneuver 793 538 0 0 538 877 Stage 1 - - 0 0 538 - - Stage 2; 793 538 0 0 Platoon blocked„% Mav Cap-1 Maneuver 793 538 536 877 Mov Cap-2 Maneuver 793 538 - 538 - - Stage l 538 Stage 2 793 538 HCM Control Delay,s 9,6 0 HCM LtOS A A Capacity yehJt -� 7'9 ' HCM Lane V1C Ratio - 0.008 HCM Control Delay(s) U 0 HCM Lane LOS - A A HCM 95t '%tild Q(veh) '0 Existing AM Pear Hour Synahro 11 Light Report 450 Timings 102: Burton Drive & US 1 SIB Lane Configurations T rafIlc!VoIuI(irfi) 1'22 47 1481 Future volume(vph) 122 47 1481 Turn,Type, Prot Split `NA Protected Phases 7 52 52 1 2 4 5 6 Permitted Pns Detector Phase 7 52 52 Minimum Initial(s) 5.0 5.0 10.0 5,0 10.0 10:O Ilnllrmurm pliit(s) �,5 " 25Z 2Z5 25,5 "16.8 2&8' Total Split(s) 30.0 X0 60,0 30.0 30.0 K0 Total,Split(`0✓0 20% 2S°la 50% '25 r%" 25%, 50% , Yellow Time(s) 3A 3A 4.8 3.4 4.8 4.8 All Red"TIme'(s) 21 2,1' 2,0 2,1 2.0 2.0 Lost Time Adjust(s) 0.0 Total Lost Time(s) 5.5 Lead/Lag Lead Lag Lead Lag Lead-Leg'QptImJze? Yes Yes Yes Yes Recall Mode Done None C-Max None None C-Max Act Eff6t dreeni(s) 1 8 91,9 91.9; Actuated gIC Ratio 0.13 0.77 0,77 v/q Ratio 0.513, 0,04 1 Control Delay 83.1 4.4 7.9 Queue Delay 0,0 010 0.0 Total Delay 83A 4.4 7,9 LOS P A A Approach Delay 83.1 7,8 Approach LOS P A Cycle Length,120 Actuated,Cycle Length:120 111 (98%),Referenced to phase.2:SBTL and 6:,Start of Yellow Natural Cycle:80 ontraj Type:Actuated- omrdinated Maximum v/c patio:0.79 Intersection Signal Delay:13;3 Intersection LOS:S Intersection Capacity Utilization 57.9% ICU Level of Service B Analysis Period(mim)1 Splits and Phases: 102: Burton Drive&US 1 SB 102 #102 #102 5 2 167 103 #103 #1031 01 77 77/ Existing AM Peak Hour Synchra 11 Light Report 451 Queues 102: Burton drive & US 1 SB Lane Grouip Flow(vph) 134 52 1627 �r( Ratio ' 0,68' ON,,' 0M Control Delay 83.1 4.4 7,9 ,,peue D'1"' 010 0,0 , Total Delay 83A 4A 7,9 OureLe Length 5OtK(ft)" A0 ' 8 �44 Queue Length 95th(ft) 173 23 384 Internal Link'Pjst(ft) 1383 i1 8 Turn Say Length(ft) 225 e Capalt (vph) `� . 361354 '270 , Starvation Cap Reductn 0 0 0 8pillbick Cap,Rodu n 0' 0 0 Storage Cap Reductn 0 0 0 Reduced,416 R 6 0,37 0;04 0,80 Existing ANI Peak Hour Synchro 11 Light Report 452 H IVI Signalized Intersection Capacity Analysis 102. Burton Drive & US 1 SS Lane Configurations ,Traffic Volume 122 0 o � . � o 47 '1481 Future Volume(vph) 122 0 0 0 47 1481 Ideal Flow"(Vph pI) 1900 1900 1900 1900 '1900 1900 Total Lost time(s) 5.5 6.8 6�8 Lane IN,Factor 1100 0;9 Frt 1.00 1.00 1 00 Fit Protected a,95 0a Satd, Flow(prat) 1770 1770 3539 1t"Pe rnitted` ', o.95 0.99 ; 1rt10 Said, Flow erm 1770 1770 3539 Pe6k-h6ur fkctor,PHF ,OMI 0,91 01191 0.91, 0.9) 0:91 Adj. Flow(vph) 134 0 0 0 52 1627 RTOR Reduction(vph) 1 :0 0 9' 1 0 �9 "0 Lane Grou Flow(vph) 134 0 0 0 52 1627 Turn Type ' Prot" -,,,Split NA Protected Phases 7 52 52 Oer'mltteo Phases Actuated Green,G(s) 15.8, 91A 91.9 09otive Green,g(s), %8, 91119 ,OI 9 Actuated g/C Ratio 0.13 0.77 0.77 leafanc4 Time Vehicle Extensions 1.4 La,ne,Grp Cep"(vph) 233 1355' 2710 v/s Ratio Prot c0.08 0.03 c0.46 v/s Ratio Perm vlc Ratio 0.58 0.04 0.60 Uniform Del ay,;d1 4&9 3A '6,1 Progression Factor 1.55 1.00 1.00 Incremental Delay,d2 2.0 0.0 0.3 Delay(s) 77.8 3.4 6.4 Level of Service E A R Approach Delay(s) 77.8 0.0 6.3 Approach LOS E A A HCM 2000 Control Delay 11.6 HCM 2000'L6vel of Service l3 HCM 2000 Volume to Capacity ratio 0.64 Actuated Gyole Length(s) 1,20.0 Sum of 16-st)1m (s) "19A Intersection Capacity Utilization 57.9% ICU Level of Service E Analysis Period,(min) 15 c Critical Lane Group Existing AM Peak Hour Synchro 11 Light Report. 453 Timings 10 : US 1 NB & Burton Drive Nf WIN*, , '�i�"1)7N11 MINES, Larne Configurations 4T Future Volume(vph) 2 41 103 750 66 yM Type :' Perin NA NA;, Nk Pprm- Protected Phases 1 4 4� 6 1 2 5 7 Per itte, Ph9Ws 14 6 Detector Phase 1 4 1 4 4 6 6 �rMtoh)PH1�sie° - Minimum Initial(s) 5,0 10.0 10,0 5,0 10.0 10.0 5,0 Mirrirnurti Spliit(s) 25,5 `20 ` ;25,8`,, " 5'5 ; 2 ,5 1 , ,� 5 , Total Split(s) 30.0 60.0 %0 X0 60.0 30.0 30.0 Total11t(°fir) 25;0° .0% < 0,0/n 2a" 0% 2W �/ ; Yellow Time(s) 3,4 4.8 4.8 3A 4.8 4.8 3.4 AIIi.'Red"Tirde O 2J 0,, 2;0 2A 2,0 2;0 2A , Lost Time Adjust(s) 0.0 0.0 0.0 Tani Lbsf ft a(s) 5w 6;8 Lead/Lag Lag Lag Lead Lag Lead Lead-Lag,Optimize? ' Yes Yes �Y Yes Yes Recall Mode None C-Max C-Max None C-Max None gone �, ftdf rearr(§) � ��28.3 „�1w:8`, 81,8. Actuated g/C Ratio 0.24 0.13 0.68 0�68 v 0.11 010; 0,33"', 0,0 Control Delay 33,.9 610 9A 1,5 .: Queue Delay 0.0 0 0,0 0,0 Total Delay 33.9 610 9.4 1,5 LOS C E A A Approach Delay 33.9 63,0 8.8 Approach LtOS C E A r� � a nu rK,r� ) , !, 111 ./, l/ 1,��%,Illlll�l��,Ir�I111111J�1��/Il,,191,9911,G1rD,II��IO�r IINIr�1111D Cycle Length: 120 Actuated Cycle Length: 120 Offset 117,7(g8°!o),Referenced,to phase 2:SBTL,and 6,%Start of Yellow , Natural Cycle:80 Control Type:,Actuated-Coordinated Maximum*Ratio:0,79 lnfersectl6n SignalDelay:19,7 Intersection 1L S:B Intersection Capacity Utilization 41.8% ICU Level of Service A Analysie"Pe66d(mili")1 ', Splits and Phases: 103:US 1 NB&Burton Drive 102 10 1'� 5 2 7 MEMEMEMEME30jDi4 ; T #103 #103 #103 igj '/%' i/ioo o Existing AM Peak Hour Synchiro 11 Light Report 454 Queue 103: US 1 NB & Buirton Drive; Lane Group Flow(vph) 46 204 799 70 �r� ,Ratio 0,11 ; 6179 0,33 0,06 Control Malay 319 63.0 9A 1.5 2i obe f,ehy ; 0,0 0/10 f1,0, "010 Total Delay 33.9 63.0 9A 1.5 Q606e, L6hgtll, th(ff) 29 1 1 '131 Queue Length 95th(ft) 62 204 197 14 (nternal�trlk Dist(ft ;; 138 1N8 '1'247 „ Turn Bay Length(ft) 150 Base �O ity(V'pJh 692 0 `2413 19 Starvation Cap Reductn 0 0 0 0 pRllbad C9 R6ductn 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced 6 Ratio 0,07 043 0. 3' GA Existing AM Peak Hour Synchro 11 Light Report. 455 HCM Signalized Intersection Capacity Analysis 103: US 1 NB & Burton Drive -► fir t Lane Configurations Traffic Volume(vph) 2 41 0 0' 88, 1 '760 "0 Future Volume(vph) 2 41 0 0 103 88 1 750 66 0 0 0 Ideal F"tow(vph p'l) '1000" 100 1900 1900 1900 19010 111900 1goo 1900 '1900, 1900 1900 Total Lost time(s) 5.5 5.5 6.8 6.8 L me ttttl.Factor 1:00 1.00 0,95 1000 Frph,ped/bikes 1.00 1.00 1.00 0.97 006,ped�otkes : 1,00 - 1.001 , 1,. 0 1,00 Frt 1.00 0.94 1.00 0.85 . PIt'PrPtected ,00 1.00 1.00 Satd,plow(prat) 1859 1747 3539 1543 Pft Permitted 0.99 1,00 t, 0 '1.00 Said. Flow(perm) 1843 1747 3539 1543 Peak-hour factor,PHIF 0,94 0,94, ON 0.94 0,94 0. 44, 0.94 0.94 0,94 %0w04, 0.94� 0,94 Adj.Flaw(vph) 2 44 0 0 110 94 1 798 70 0 0 0 IRT OR'Reductic n(vph) 0 0 0 0 28 1 0 0 3 0 0 0 Lane Group Flow(vph) 0 46 0 0 176 0 0 799 47 0 0 0 craft.Coeds, Confl,Bikes #Ohr 2 4 Turn Type. . 'Perm NIA NA Split NA, Pr6rin" Protected Phases 14 4 6 6 Permitted Phases 14 `6 Actuated Green,G(s) 26.9 15.8 80,8 80.8 Ptfective Green;g(s) 26.9 15.8 0;8 80.8 Actuated g/C Ratio 0.22 0.13 0,67 0.67 Clearance Time(s) 5.5 6.8 6.8 Vehicle Extensions 1.4 2A 2.4 Lane Grp Cap"(y t1) 413 230 2382 1038 v/s Ratio Prot c0.10 c0.23 v/s Ratio Perm c0.02 0,03 v/c Ratio 0,11 0.77 0,34 0.05 Uniform Delay,d1 37.0 50.3 843. 6,6 Progression Factor 0.99 1.00 1�00 1.00 Iricrarr erAtal Delay,d2 0.2 12.6 0:1: Delay(s) 36.9 63.1 8.7 6.7 Level of Service 10 E A ' 'A Approach Delay(s) 36.9 63.1 8.5 0.0 Approach LOS D E, A A' ,I��'ii�( P' i�' ` l ,,�h ��Jrr�l`���° IOI , HCM 2000 Control Delays. 10 6. CNp 000 bevel of Se�rioe B HCM 2000 Volume to Capacity ratio 0A0 Actuated Cycle Length( ) 120,0 burn of host time(s) Intersection Capacity Utilization 41.8% ICU Level of Service A Analysis Period(mire) 15 c Critical Lane Group Existing AM Peak Hour Synchro 11 Light Report 456 HCM 6th TWSC 101: Overseas Hi 2hway & Camelot Drive MINJIliffimfil MIN Mr fff, MEMO) ME E MIMI rffffiflM Int Delay,s/veh 0.4 Lane Configurations tt r tt r Traiffic Vol,v'ab/lh 12 0 32 0 0 A ,Future Vol,vehih 12 0, 32 0 0 1 22 1061 2 2 1282 8 Oonflicting Pads,#Jhr 0 p _01 0 :0 S '0 0, Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT;qbannalizeid Nom, None, No"'e"' n Prue Storage Length 0 0 125 190 165 215 Veh in Median!$tora 0'ge,# '0 0 - ' - 0, Grade,% - 0 - 0 0 0 Peak Hour Factor' , 9 93 93 0,",, 0 93 93 93' 93, 93 -' 93, 913' Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvh t Flow 13 0 34 0 0 1 24 1141 _2 1378- ,,, 9, MININ WINNIIII Conflicting Flow All 2001 689 1882 2571 571 1378 0 0 1143 0 0 Sta 4g, 1382 1189 1189 Stage 2 619 693 1382 Critical Hdwy dw y 4,5 4 4,5 4,5 4-, 14A4:,' Critical Hdwy Stg 1 4,5 - 4.5 4.5 Critical HdWy Stg 2 0 4.5 4,5, Follow-up Hdwy 3 3 3 3 3 2.22 2.22 Pot Cap-1 Maneuver 1202 , 0 734 226 117 800 493 607 0 Stage 1 359 0 - 428 428 - - 0 Stage 2 709 0 6,64 359 — - 0 Platoon blocked,% Mov'Cap-I Maneuver 194 - 734 207 111 800 493 6,07 - Mov Cap-2 Maneuver 19,4 - - 207 111 - - - S�ltage 1 341 . . 407 407 Stage 2 674 - - 631 358 HCM Control,Delay,s 14A HCM LOS B A OWN/ Capacity(veh,/h) 493 1 4 734, 860 607 HCM Lane VAC Rafio 0,048 0.067 0.047 0,001 0.004 H[CM Control Delay(s) 12,7 24.0 '' 10;1 9.5 11 HCM Lane LOS 8 C B A 8 HCM 95th%tile Q(veh) 02 'U 01 0 0 Existing MD Peak Hour Synchro 11 Light Report 457 HCM! 6th TWSC 104: Julep Road & Overseas Hwy SB Int Delay,s/veh 01 Lane Configurations Trafflq -0 0, O';, 1'6',,127 Future Vol,veh/h 13 0 0 0 16 1274 (Wid(fig:Pegs, Sign Control Stop Stop Free Free Free Free None N6ne,,:, 'Nord RT Chann"611M, Storage'Length 0 275 �eh An M6diah'StQra'gq,# '01 Grade,% 0 0 0 Peak Hour'Factor', 99 99 919, 'gg 99" Heavy Vehicles,% 2 2 2 2 2 2 MvmtF(ow 13 0 Q0 16 11287, Conflicting Flow All 676 - 0 0 stage 1 0 Stage 2 676 Critical H'd'iq,' "4.5 4J4 Critical Hdwy Stg 1 Critical Hdwy Sto,2, 4.5 - Follow-up Hdwy 3 - 2.22 Pot,Cap-l'Maneuver 674' 0 Stage 1 - 0 Stage 2 674 0 Platoon blocked,% Mov Cap-1 Maneuver 674 Mov Cap-2 Maneuver 674 Stage 1 - Stage 2 674 Hmcoptiroi belay,,S' 10,4,' HCM LOS B 0 adt ' I ap y(v'e'h/h) 674; HCM Lane VIC Ratio 0,019 HCM Con' trol"Delay(s) 101.4 HCM Lane LOS B HCMI 95th%tilb Q(veh) 0.1 Existing MD Peak Hour Synchro 11 Light Report 458 HCM 6th TWSC 105: Overseas Hwy NB,& Jule 2 Road 11"',,�"I'"'1',11�jf III 11 I ���Ijffirl 11��11111 11 Int IDOay,s/veh 0,2 Lane Configurations T+ �raffl6 Vqb WhIh 12 0 6 1162, Future Vol,veh/h 12 3 0 0 3 6 3 1162 4 0 0 0 Con'fiJ&tinj,P6d9,Nfif A '0 0 0, 0 ,0, 0, ,, :0, 0 01, ""o Sign Control Stop Stop Stop Stop Stop Stop Free Free, Free Free Free Free RT C 'N No'e 14,666­�,-�' ann!e iz on 7, n o No ne'' Storage Length VeNhWedlah Storage # 0 0 0 Grade,% 0 0 0 0 ' Peak Hour Factor, 91 91, 91 91 '91 91, 91 91 '91 9 91:, 1 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 My Flow! "13 3 0 0 3 J 1 1277, 4' 0 ,,, 0", 01 MINI 2121112111MIll Conflicting Flow All 646 1287 1285 641 0 0 0 Stagy 1 0 0 1285 Stage 2 646 1287 0 Prificad Hdwy 4.6 '4,6 4,5 4, 4.14 . . . _ Critical Hdwy Stg 1 - 4�5 - Critical Hdwy S4b,2 4,5 4,5 Follow-up Hdwy 3 3 3 3 2.22 Pot CalJ*1 Maneuver 692 392 0 0 392 760 Stage I - - 0 0 392 - Stage 2 692 392 0 0 Platoon blocked, % Mov Cap-1 Maneuver 682 392 - - 392 760 �Mov Cap-2 Maneuver 682 392 - 392 - Stage 1 r 392 Stage 2 680 392 - HCM`Contr6l Q'(6 h"y,s' 1,1,2 11 13' ' HCM LOS B B Capacity(veh/h) 594 57,9 HCM Lane V/C Ratio 0.028 0,017 HCM Control,' ,(Delays) 11,2 113 HCM Lane Los B B HCM 95th 0/ofile Q(veh) 0A 0.1 Existing MD Peak Hour Synchro 11 Light Report 459 Timings 'i 06: Overseas Hwy & Ocean Bllvd -► lr .�- ��'''` Lane Configurations 4 ttr TroupVolum (vph) . 163 3' 5g 3 2 � 2 1f2O6 6 1lb 1 T Future Volume(vph) 163 3 59 3 2 52 1085 6 1100 157 Turn Typo 'Perm " NA Perm Perm NA pm pt Psrr Perrin ; Protected Phases 4 8 5 2 6 Permitted Phases, 4 4 " ""8," Detector Phase 4 4 4 8 8 5 2 6 6 6 ikchi ,h." Minimum Initial(s) 7'.0 7.0 7�0 7,0 7.0 4.0 19.0 15.0 15.0 15.0 Mintmtui Skit 25,0 25,0 , 2 ,0" 4:9; 5;8 24 � 2418" 24;8" Total Split(s) 25,0 25.0 25�0 25.0 25.0 25.0 75.0 50.0 50.0 50.0 Total Split(%q) 25.0%, "2 10% 25:0% 25,,0% 2U% 5.0 " "70 " "50 0°%` "50.0')i;`-5,10% Yellow Time(s) 3A 3,4 3.4 3A 3.4 4.8 4,8 4.8 4,8 4.8 All-died Tyne O 44 4A '4A ,44/ 4,4 2:O- -1"0' 2.0 0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 t6ta(Lost Time(s)'' 7,8 7,8 7,8 6,8 Lead/Lag Lead Lag Lag Lag t,ead-Lag Optlrnize? Yes Yes Yes 'Ye' Recall Mode None None None None None None C-Max C-Max. C-Max C-Max A0'Eff t Crdeh(s) 16,1 161 ,16.1' 69,3 ""09,3 599 5 Ackuated g/C Ratio 6.16 0,16 OA6 0.69 0.69 0.59 0.59 0.59 v16Ratio 0,82 OA8 M2 0,1' -- p;48' 002i; A; 57 Control Delay 69.6 2.0 32.5 6.8 8.0 10.8 15,2 3.9 +queuebeliay 0.0 0.0 0.0/1 ob Oho 4,0 ,0" "" 0�0, Total Delay 69.6 2.0 32.5 6,8 8.0 10.8 1&2 3.9 LOS I E A C A A B B, ; A Approach Delay 52.0 32.5 7.9 133 Approach LOOS D C A B i Cycle Length,,100 Actuated Cycle Length: 100 Offset;0(01/16),Referenced to phase ZNBTL and 6 SBTL„Start,of Yellow Natural Cycle:90 Control Type;,Actuated- oordlnated Maximum vlc Ratio:0.82 Wersebtio'n Sigra(Delay:"14;5, LO"S,'B Intersection Capacity Utiization 71.2% ICU Level of Service C Analysis Period(mlin)15' Splits and Phases: 106:Overseas Hwy&Ocean Blvd 02 R 05 "a06 Existing MD Peak Hour Synchro 11 Light Report 460 Queues 106: Overseas Hwy & Ocean Blvd '— ► Lane Croup Flow(vph) 178 63 6 56 1169 6 1183 169 "Ic'k, tla 0,82 6,10 6,02 0,19 0,48",'.;6.0 0,57 `,; 6.18 Control Delay 69.6 2.0 32.5 6.8 &0 16.8 15.2 3.9 4uaiu+ Belay,; : 6.6 .Q Cf:9 " offC1.Q Total Delay 69.6 2.0 32.5 6.8 8.0 10.8 15.2 3,9 Queue l.eirIgth", Cth,O 1109, '0 3 10,. `2 Queue Length 95th(ft) #217 6 14 22 207 8 324 .. 43 G!nterrral Llydk Dist;(ft) . �187 294 1 ,, Turn Bay Length(ft) 425 1"60 160 base ape � '.(yPh) 232 368 - !" 6369 245365 21897 Starvation Cap Reductn Q 4 4 Q 9 p 0 p Olbbck CO3k 0ofin' 61 9 6 0 1 , 0 6 Storage Cap Reductn 6 a 0 p 0 p p . 0 ked6 d v/n' etin 0;77 0.17 6! 2 0.12 0 48, 0,02 UT 018;; � ��' ;� 95th pe�rcenfile vo urne exceeds cap�a lty,queue m y be rti Queue shown is maximum after two cycles. Existing MD Peak Hour Synchro 11 Light Report 461 HCM 6th Signalized Intersection Summery 106: Overseas Hwy & Ocean Blvd Lane Configurations Tr iC Velui e(y /h) 193 3 69 3 1 5� 1085 2 61 '60 1157 Future Volume(vehlh) 163 3 59 3 2 1 52 1085 2 6 1100 157 )6116al '(Qb),veo 6 6 O 0 0 0 0 0 6 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1,00 1.00 1�00 1.00 Parking Pus',', df I 1.00 1.00 . too 1.00 1,00 "t00 1.00 1,00 1.00 1,0�0 '1,00 Work Zone On Approach No No No No lj Satf1'oW„;ve'Whlllh 1"870 11�70 1'870 18 0 1870 1870 1870 1870 1870< 1870"` 1870 ; 1810 Adj Flow Rate,vehlh 175 3 0 3 2 1 56 1167 2 6 1183 0 p No�ur haeto� 0.93 0:93 0:93 0,93 0.93' - 0.93 0.53' 0.93 i 0.93 O'A M 0,9 Percent Heavy Veh,% 2 2 2 2 2 2 2 2 2 2 2 2 ep,veh/h, 273 3 1164 104 43 335 2595 '4=- 347 . 2140, ,. Arrive On Green 0.14 0.14 0.00 0.14 0.14 0.14 0.,04 0.71 011 0.60 0.60 0.00 at Flog'vehlh 1403 24 1585 767 720' 297 1781 3640 6 480 3554i 1585 Grp Volume(v),vehlh 178 0 0 6 0 0 56 570 599 6 1183 0 Grp Sat Flaw(s),vehlhAn 1427 0 1585 1785 0 0 1781 1777 1869 480 , 1777 168 Q Serve(g_s),s 11.9 0,0 0.0 0„0 0�0 0.0 1.1 13..7 13.7 0.5 19.8 0.0 y"cfe Q Wr(gA,s 12,2 O,O 0.0 6,3 O.0 0,16 11.1 13,7 13.7 14 119.9' 0,0 Prop In Lane 0.98 1.00 0.50 0.17 1.00 0.00 1.00 1.00 Lape' Grptap(o), weh/h',. 277 0 11. 0 A ,�35 1262 1325 �� 4�� 214c� VIC Ratio(X) 0.64 0,00 0.02 0.00 0.00 0.17 0..45 0.45 0,02 0.55 Aveil ap(o. )„vehlh '317 � 0 355 00587 1262 1328 347 2140, HCM Platoon Ratio 1.00 1.00 1.00 1.,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 I.fpstrearn Filter(I) 1.00 0,00 0.00 1.00 0,60 0.00 1,00 1i:00 1m Im 1:00 0.00 Uniform belay(d),slveh 41�8 0.0 0.0 X8 0.0 0.6 8.6 6.2 6.2 9.2 11.9 0.0 Incr Delay(02),slveh 4„6 0.0 0.0 0.0 0W0 O;0 0,2 1.2 1 A O.1 1.0 0,0 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0�0 0.0 0,0 0.0 0.0 0,0 0,0 0.0 Tile ecWfQ(50'%bvehllln 0 0,0 0,01 01 o,,o , o.o o.4 4.7 5.0 0.1' 7.5 0.0 Unsig,Movement belay,slveh LnGrp Del y(d),slveh 45.9 0.o 0,0 36.8 0,0 0.0 8.8 7.3 7.3 9.3 12.9 O�O LnGrp LOS D A b A A A A A A B approachfoN,vetrlh 61225 1189. Approach belay,slveh 45.9 X8 T4 12.9 + p)tra6h LOS, 10 D", A, B': Pk1s Durat do(C9+1�+Rc),s 77.8 '22.2" ,110.8,' " 67,0 ;" 22:2 Change Period(X+Rc),s 6.8 7,8 6.8 6.8 7.8 Max Green"Settlrlg(G6ax),s '68,2 17;2 118,,2 022, 17.2, Max Q Clear Time(g_c+l l),s 15.7 14.2 3.1 21.8 2.3 Green Ext Ube,�N,N» (p_o),s 8.6 i0,3 0A 8.1 0.0 ,„///%i/; ��ll'II"`1°I/lllll�l/l`'�l�lly/1, 1i`I'fil`111'l" Ill 0��'11�J IiIl1V lJ yl� llllllllllllf'l',l'1'�yy I"/%'�y 111 �° 1 'u HC 16th ttrl Delay, 12.6 ,. HCM 6th LOS B User approved pedestrian interval to be less than phase max green. Unsiginialized,Delay for[EBR;SB`R)is excluded from c"Wculatlrin of the approach delay and"Irtersectio'n delay, Existing MD Peak Hour Synchro 11 Light Report 462 HCM 6th TWSC 201: Driveway & Overseas Hwy Si MR Int Delay,s/veh 0.1 9191,N,ff"I' 'ffiffill lffir; Lane Configurations Tr ail V0,,',veh/h 11 '0 0,�" 0 2 130 Future Vol,veh1h 11 0 0 0 2 1397 to , 0 "'o ,oictino Peds,#/hr '0 0"" 0'"0 Sign Control Stop Stop Free Free Free Free RT Ch6hh6ljz6d None Nbn''e'',, Wniq-"' Storage Length` 0 1,25 Vehi'in WdWh Si6rage,# 0 Grade,% 0 0 - - 0 Peak Ho,ur,Faetor 82 82 82 82 82 A2 Heavy Vehicles,% 2 2 2 2 2 2 vTri t F low 13 0, A' '0 2 1704,- Conflicting Flow All 856 - 0 0 8tage,I Stage 2 856 Critical Hdwir 4.5 Critical Hdwy Stg 1 ti Critical d WI"Y Stg2 44 FoUow-up Hdwy 3 - 2.22 Pot Cap-1 Mane6ver 576, 0 Stage I - 0 Stage 2 576 0 Platoon blocked,% Mov Cap-1 Maneuver 576 Mov Cap-2 Maneuver 576 Stage I Stage 2 576 HCM C6nirol'Qela'y,s 11.4 HCM LOS B Capacity(veh/h)' 676 HCM Lane V/C Ratio 0,023 HCM:Control Delay(s) 114' HCM Lane LOS B HCM 95th%fiie'Q(veh) 0.1 Existing MID Peak Hour Synchro 11 Light Report 463 HCM 6th TWSC 202: Overseas Hwy NB & Driveway Int Delay,s/veh 0.1 Lane Configurations T' raffid,Vol,,V01h 1 O�, 0 0, 0"', , 19 12:21' 10Cl 0, 0 Future Vol,veh/h 10 0 0 0 0 0 19 1227 0 0 0 0 Cbpfficting Nds,#/hr ,,O,,, 0 0,,, 0- "'"'d 0 0, ­0, tt ''0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free IRT Phahhelized: NOne N one None Non', e Storage Length 1 Veh'ln Medlan Storage,# '0 0 Grade,% 0 - 0 0 0 Peak'Hour Factor '912 9 � 92, 92 92 '92, 92 '92 92, 92 912 92 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 A 1 0 0 '2l 1334', 1 00 Mvirrit Flow'_ Conflicting Flow All 709 1376 - - 1376 667 0 0 0 stage'l 0 "'o 1376 Stage 2 709 1376 0 , ' 4,14 jitidpil HdY 0 45 4,w 4,5 ` I Critical Hdwy Stg 1 - 4.5 1 rltical Hdwly Stgi 2, 0 4Z Follow-up Hidwy 3 3 3 3 2.22 Pot Cap-1,Maneuver 655 361 0 0 361 746 Stage 1 - - 0 0 361 - Stage,2 655 361 0 0 - Platoon blocked,% M64 Cap-11 Maneuver 655 361 361 745 Mov Cap-2 Maneuver 655 361 361 Stage 1 - 361 Stage 2 655 361 - HCM Control Delay,s 10.6, A HCM LOS B A Capacity(Vphth) HCM Lane V/C Ratio 0.017 - HCM Control Delay(s) 10,6 10' HCM Lane LOS B A HCM,95th%file 0(veh) 0.1 Existing MD Peak Hour Synchro 11 Light Report 464 Timings 102: Burton Drive & US 1 SIB Lane Configurations tt Troffic'V"oldme(vph) 7) 1 32' Future Volume(vph) 71 69 1232 Turn Tye trot Split New ; . Protected Phases 7 5 2 5 2 1 2 4 5 6 ormitted'Phases ; Detector Phase 7" 52 52 Switch Phase_'," Minimum Initial(s) 5.0 5.0 10.0 5.0 10.0 10,0 Ninhuraro S Iit O `2Z5 22:5 16�.. ; " Total Split(s) 30.0 30.0 45,0 30,0 30.0 45.0 Tots[Spl,it(°O) 201/6 2'g% 43% 2 /m Yellow Time(s) 3A 3.4 4.8 3.4 �4.8 4.8 A7 Timo(s) ` .1 2,1" 2a0 2.1 2: 2;0 Rdd Lost Time Adjust(s) 0.0 Total Lost Time`(s) �'5W5 Lead/Lag Lead Lag Lead Lag Lead-Lag Qptimizei?, Yes Yes Ye's Yes Recall Mode bone None C-Max None None C-Max Act HotGreen(s) 1,1 81�5 815 Actuated g/C Ratio 0.11 0.78 0.78 u/c"Ftatio tI:41 0,06 0,49 Control Delay 68.5 3.5 5.4 queue Delay a 6.0 0,0 Total Delay 6&5 3.5 5.4 L08 A A Approach delay 68.5 5.3 Approach LOOS E A Cycle Lenglih, 10 Actuated Cycle Length: 105 Offset„0(00/6),Referenced to,phase 2:SBTL and 6»,Start of Yellow Natural Cycle:90 Control Type:actuated"-Coordinated Maximum v/c Ratio:0.72 Intersection signal Delay:8,6 Int rsectian LOS:A Intersection Capacity Utilization 48.5% ICU Level of Service A Analysis Period(min)15 Splits and Phases: 102: Burton Drive&US 1 $IB 102 #102 #102 �*t5 Z qp 4'0 2 EM #103 #103 103 1 05 c,,,0� Existing MD Peak(Pour Synchro 11 Light Report 465 Queues 10 : Burton Drive & US 1 aB �Irfi Lane Croup Flow(vph) 78 76 1354 Control Delay 68.5 3.5 5.4 kuiei Defy "9,0': O,Gt � Total Delay 68.5 3.5 5.4 , L ru, g 5�Jt1t(ft) Queue Length 95th(ft) 104 26 232 t�hIal ink raufO 1383" 1156 Turn Bay Length(ft) 225 Starvation Cap Reductn 0 0 0 jVlback,Gp,R wn '0"' ` , 0 Storage Cap Reductn 0 0 0 Reduced'Vic' Ratio OJ V A0 . Existing MD Peak Hour Synchro 11 Ught Report 466 HCM Signalized Intersection Capacity,Analysis 102: Burton Drive & US 1 SB t " i�o�� i. 1J�� .�� : ��, �1��� ��, 1,��� �� Lana Configurations " ' Treffic,Volu,6n Qvph)' T1 01 0 0 69 1232 Future Volume(vph) 71 0 0 0 69 1232 ld' Flo "(v'h'i) 1 010 1900 1900, :1900'/ '19010 1900 TTotal lost time(s) 5.5 6.8 6,8 Lanellti[,.Fac(or" 4M 1,06 0'.q5 . FrC 1.00 1.00 1.00 Fit Protected ` 05 Satd.Flow(prat) 1770 1770 3539 Rt'Pgrm►tted A95 ° ,;` 1,00 atd.Flow(perm) 1770 1770 3539 Peak-hour fector,,PHF 0,91 0,911 0.91, 0,91 OM" 0, Adj.Flow(vph) 78 0 0 0 76 1354 k OR'Rei)uat(orn,,(yph): 0 0 0 0 0 Lane Groue Flow(vph) 78 0 0 0 76 1354 Turn�'ype ProtSplit NA, Protected Phases 7 52 52 Ferrel fitted"P)iases Actuated Green,G(s) 11.2 81.5 81,5 ffactW Omen,g(s) 11: Actuated g1C Ratio 0.11 0,78 0,78 C►aarahpe Time(s) &5 Vehicle Extensions 1.4 Lane' rp Cap('vph) 1:88 1373 2746 vls Ratio Prot c0,04 0.04 c0.38 vls Ratio"Perm` We Ratio 0,41 0.06 0.49 Uniform DeMay,,d1 43;8 2.7 s 4,3 Progression Factor 1 A7 1.00 1.00 Incremental Delay,d2 0.5 0;0 011 Delay(s) 65,0 2,8 4.3 Level,of Service,-, E` A A Approach Delay(s) 65.0 0.0 4.2 App + cfi Los A IHC I t) carutrol.De► iy T4 H M'2000 Level of Service' A 11 HCM 2000 Volume to Capacity ratio 0.52 Aot6ated,Cyible ILehjth(p). 1105.0 Suim of lost time(s) 1191, Intersection Capacity Utilization 48,5% ICU Level of Service A Anal] ►s Period(rein) 15 c Critical Lane Group Existing MID Peak Hour Synchro 11 Light Report 467 Timings 103: US 1 NB & Burton Drive �- �,',,,,�, Lane Configurations Tradj ,VolPrne(vph), 49 79 11 f 8 Future Volume(vph) 4 69 79 1113 82 ............. .... ........ Turn Type Perm NA, NA `NA Porn ; Protected Phases 14 4 6 1 2 5 7 . Rarrcnitked,Phqse's 14 8. Detector Phase 14 14 4 6 6 Minimum Initial(s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 I" inimunr Spl(tO 22,5 Total Split(s) 30.0 45.0 45.0 30.0 45.0 30.0 30.0. Total, pllt(0/6) 28.6% 42.9%.; 42`19/a " �"29"Yw ,, 43% ...,29%" Yellow Time(s) 3.4 4.8 4.8 3A 4.8 4.8 3.4 All-Red,'ime,(s) Z1 ,0 2.0 2,1 2.0; 2a0 2:1 Lost Time Adjust(s) 0.0 0,0 0.0 Total Last Time(s� 5.5 '6.8 ,8 Lead/Lag Lag Lag Lead Lag Lead Lead-Lag Optjrnjz ? Yes Yes lies "Yes ,, Yos Recall Mode None C-Max C-Max None C-Max None None Ao(Effct, rapn7(s) ?�,8 lt2 71,4" T1�A, Actuated g/C Ratio 0.23 0.11 0�68 0.68 We Ratio W9 O,72 0,4g' 'A08 Control belay 29.9 51.4 10.3 1.7 ggeue Delay 010 0,0 '010 , 010 Total belay 29.9 51.4 10.3 1.7 LOS C D B A Approach belay 29.9 51 A 9.7 Approach LOS C D A Cycle,Length:105 Actuated Cycle Length: 105 Offset:0(Pya),Referenced to phase 2:SBTL and 6.,Start of Yellow Natural Cycle;90 ,Control Typ ,Actuated-Coordinated Maximum v/c Ratlo:0.72 lntorsectjon,Signal Delay 151, Intersection Lb tt'B Intersection Capacity Utilization 49.7% ICU'Level of Service A Anolyjs Period(rrnih)'1 Splits and Phases: 103:US 1 NB&Burton Drive 102 #102 #102 5 2 ^ 07 #103 103 103 gg, ,d ' 05�1 5O Existing MD Peak dour Synchro 11 Light Report 468 Queues 103: US 1 NB & Burton Drive Lane Group Flow(vph) 77 160 1189 87 0,19 V 0,49 '0,08, Control delay 2U 51,4 10.3 1.7 Qdepe,Delay 8,0 0:0 Q.0 Total Delay 29,9 51,4 10,3 1,7 Ctuaue'Length th(ft) 42 79 198" „ � Queue Length 95th(ft) 80 141 295 16 Imt rn l Link Di (ft) 43 7 „> Turn Ray Length(ft) 150 Base, ppacil (vph) �721 437 406 �1106., Starvation Cap Reductn 0 0 0 0 SpOlbkk Cap Rbductn 0,, 0 :0. Storage Cap Reductn 0 0 0 0 Reduced vJc Ratio 011 0V 0,49 '0"'08 Existing MD Peak Hour Synchro 11 Light Report 469 HCM Signalized Intersection Capacity Analysis 103 US 1 NB & Burton drive Lane Configurations Tr ilc'Volume�vph) 4 9 0 " 0; 79 71 5 '1113 "' 0 Future Volume(vph) 4 69 0 0 79 71 5 1113 82 0 0 0 tcleal Flpw"(vphp) '1900" 1900. .1900 " 1900 1900 '1900 ;`1900 1900 19QO' 1900 1900 19Q Total Lost time(s) 5.5 5.5 6.8 6.8 Lane tlLFactdt 1.00 0,95 :N" Frt 1.00 0.94 1,00 0.85 Flt Protected, 1,00 1''t10. Satd,Flow(prat) 1858 1743 3538 1583 Fit Pafrmltt cl 9,99 1.5,0 J0,0 Satd.Flout/(germ) 1837 1743 3538 1583 "oak-hour factor,PHF A94 0.94 0,94 0.94 ON 0'.94 ON 0,94 A94 ";_.....0.941 - 0.94 Adj.Flow(vph) 4 73 0 0 84 76 5 1184 87 0 0 0 JRTOk Reduction(vph) u 0 01 0 36 0 0 0 '29 '0 '0` 0 Lane Group Flow(vph) 0 77 0 0 124 0 0 1189 58 0 0 0 Turd Tyke Perm NA NA, Split �hJA Perm Protected Phases 14 4 6 6 Permitted Phases '14 Actuated Green,G(s) 22.4 11.2 70.3 7M effective Gaon,g(s) 22.4 �11,2 79:3 Actuated g1C Ratio 0.21 0.11 0.67 0.67 Clearan Time!(s) 5i5 CS B 6,8 Vehicle Extensions 1.4 2A 2.4 Lane!Grp Gap(vph) "3'91 1$5 ; 2866 1059 v!s Ratio Prot c0.07 c0.34 A Ratio Perm c0,04 0.94 v/c Ratio 0.20 0.67 0.50 0.06 Vnifor'M Delay, 1 33.9 45.1 8,6 6.0 Progression Factor 0,92 1.00 1.00 1.00 In Delay,d2 0.4 7,3 0;8 0.1 Delay(s) 31.8 5M 9.4 6.1 Level of Service C D A A Approach Delay(s) 31.8 52.5 9.2 0�0 Approach LADS C "" ` D ; ,A A ' CM 2000 Control(Delay 14.9 HCM 20O0 Level of Service S HCM 2000 Volume to Capacity ratio 0.52 Actuat`ed,Cycle Lerigth(s) 15,0 Su�rn oflosk drne(s) ' 191 Intersection Capacity utilization 497% ICU Level of Service A Arialy'sis Period(rein) ' 16 c Critical Lane Group Existing MD Peak Hour Synchro 11 Light Report 470 HCM 6th TWSC 101: Overseas Hiohwlal-&_Camelot Drive Int Delay,s/veh 0.3 'Lane Configurations I tt r Trjaffic,V6l',v6h/h Future Vol,veh/h 11 0 22 0 0 0 35 1532 0 3 945 10 (6nflfdnd,P6d!s,,#/hr 0 tl 0 0 0 A '0' Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RTV66nelized o' ,q� , -,- I"'e,' " ' , , , INo'he' N n N,oij , Storage Length 0 0 125 190 165 215 Yqhl'n,'Mbdian Storage,# 0" 0 0' Grade,% 0 - - 0 0 0 Peak H'66r Factor 94 94 94, 94 914 94 ��94 94 94, 94 94 94, Heavy VeNcles,% 2 2 2 2 2 2 2 2 2 2 2 2 MV'rn't Flow' 12 01 218, 0 A, '',:01 '37 1630 0 8 1005 ,11' Conflicting Flow All 1900 - 503 2213 2715 815 1005 0 0 1630 0 0 Stage 1 1011 1704, 1704'', Stage 2 889 509 1011 Critical Hd *5 4 '4Z 4�5 4 414 4,,14 Critical Hdwy Stg 1 4.5 - 4.5 4.5, - - Critical Hd*' Stg 4.,5 4Z 4,5' Follow-up Hdwy 3 3 3 3 3 2.22 2,22 Pot Cap-1 Maneuver 222 0 840 165 102 668 685 394 0, Stage 1 502 0 - 267 267 - r .- 0 Stage 2 559 0 . 779 502 0 Platoon blocked,% Mov Cap-1 Manauver 212 840 153, "96 668 685 394 Mov Cap-2 Maneuver 212 - 153 96 - - - Stage 1 475 r 253 263 Stage 2 529 752 498 H, CM Control De'lay,s' '18"q 0 0'2" 0 HCM LOS B A 5 2 t e apac h h 1 �v C Y( , ) 68 HCM Lane VIC Ratio 0.054 0�0 H'W Con'Vol bellay,(s)l 9A 0 1U HCM Lane LOS B C A A 6 95th%tile 0(veh) 0,.'2 U 0.1 0 Existing PIVI Peak Hour Synchro 11 Light Report 471 HCM 61h TWSC 104: Julep Road & Overseas Hwy SB MILE MEN Int Delay,s/veh 0,2 Lane Configurations Tra'Mc Vol,'vehth', 21, 0,, 0 ,,95 Future Vol,veh/h 21 0 0 0 25 916 C 0,64cf6i Pe�ds,#Ihr 0,' ," ,Q" , "0 0' "1 " 1 11 0 Sign Control Stop Stop Free Free Free Free ITT Chann6lized .Mane ,None one, Storage Length 0 275 Veh in M4&6'Storage, 0 0 Grade,% 0 0 - - 0 Peak Hour Fa*e 83 83 83 83 83 :83 Heavy Vehicles,% 2 2 2 2 2 2 Mvnii'Flovi 25 0 0 0, 30 1104 Conflicting Flow All 612 - 0 0 1 stage 1 0 Stage 2 612 Critical Hdwy 4Z 4A4'' Critical Hdwy Stg 1 - Critical,Hdwy Stg 2 4.5 7 Follow-up Hdwy 3 - 2,22 Pot Cap-1 Maneuver 713 0 Stage 1 - 0 - Stage 2 713 0 Platoon blocked,% Mov Cap-!Maneuver 713 Mov Cap-2 Maneuver 713 Stage 1 Stage 2 713 HCM Control Delay,s 10,2 HCM LOS B Capacity(veh/4- 713 HCM Lane V/C Ratio 0.035 HCM Control Delay(s) 1110.2 HCM Lane LOS B HCM 95th%tite Q(veh) 10,11 Existing PM Peak Hour Synchro 11 Light Report 472 HCM 6th TWSC 105: Overseas Hwy NB & Julep Road Int Delay,s/veh 0.6 Lane Configurations T+ Tr'affib Voli""Veh/h 8 14 0 0 16 22' 4, 1664' 16 0 Q 0 Future Vol,veh/h 8 14 0 0 16 22 4 1554 16 0 0 0 Conflicting Peds,#,/hr,,, 0, A 0 0 0 0 "'0111 '0' Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Rf,thihne'lized' - None a None None 7 14066' , Storage Length - Veh,Jh MediinStdrage,# - A 0 0, Grade,% - 0 0 0 0 - Peak Hour Factor, 91 91 ' 91 91 91 91 91 '911 6/Heavy Vehicles, . 2 2 2 2 2 2 2 2 2 2 2 2 WmIt'Plowl: "9' 15 _ 0 0 18, 24 4 1708 18 0 0 0,, ) MIL ffiffiffE1121 Conflicting Flow All 871 1734 1725 863 0 0 0 Stagy 1 0' ' 0 11725 Stage 2 871 1734 0 *5 4,5/ 0 '4 4.14 Critical Hdwy Stg I - 4.5 - Critical,Hdwy Stg 0 4.5 Follow-up Hdwy 3 3 3 3 2.22 Pot"Cap-1 Maneuver 568 260 0 0 262 645 - Stage 1 - 0 0 262 - Stage 2 568 260 0 '0 Platoon blocked,% Mov Cap-1 M'aneuver 519 260 '262 645 Mov Cap-2 Maneuver 519 260 262 - Stage 1 262 Stage 2 510 260 - HOM G6*61 Delay,s' 17.� 151 HCM LOS C C, 1141,U, Capacity(VOh/h), 1,0 399 HCM Lane VIC Ratio 0.076 0,105 HCM Controls' Delay(s'), -17.3 '15A HCM Lane LOS C C HCM 95th,%tile Q(veh) 0.2 03 Existing PM Peak Hour Synchro 11 Light Report 473 Timings 1 g6: Overseas Hwy & Ocean Blvd ��IA Lane Configurations Traffic"Volume, vph) 1511 45 6 28 13 ~ '125 Future Volume(vph) 151 1 45 6 2 28 1399 4 85'9 125 T'' T' Perm � NA Perm Perm NA �pm�' ; �� NA Perm NA',: �P6rrh Protected Phases 4 8 5 2 6 Permitted'ONses 4 8 2 6 Detector Phase 4 4 4 8 8 5 2 6 : 6 6 lteh'Pihop Minimum Initial(s) 7.0 7.0 7.0 7.0 7,0 4,0 19.0 15,0 15,0 15,0 Inimurn Split(s) 25,0 25:0 25,0 ;25,0 25,0 24,8 26;8 24,o 24A Total Split(s) 36.0 X0 36.0 36.0 36.0 25.0 115.0 90,0 90.0 90,0 Total Splits,1J0) ;8% 23.8% 218% 218% 3.8ro, ,T6,6% 76,N1 0,06" 619r6% ",69,6A Yellow Time(s) 3.4 3.4 3.4 3.4 3A 4,8 4.8 4.8 4,8 4.8 All-Red Timie(p) 4,4 4A 4A 4A 4A 2,0 2,4 10 2,0 21.0 " Lost Time Adjust(s) 0.0 0.0 0.0 0,0 0.0 0,0 0.0 0,0 fr tpN L rsf Tiirne s) �7,8 7:8 7N8 6,k1 6,0 '6w8 Lead/Lag Lead Lag Lag Lag Lead-Lag Pptimize? Yes Yes Yes Yea Recall Mode None None None None None done C-Max C-Max C-Max C-Max Act Eff t reen'.O 23.0 23,0. , 23 0 1114, 113,4 Q .7 105;7 105„7., Actuated g/C Ratio 0,15 015 0,15 0.75 0.75 0.70 0.70 0.70 Vic Ratio,', 0.80 0116 09 04 0,07 A,57; ; Ob Q0 1, -0.12 .: Control Delay 881 41 51.7 6.1 9.7 10,8 11,0 3A Queue Delay a 0,0 010 0,0 04 0;0 0�O: 0,0 Total Delay 88.2 4.1 51.7 6.1 9.7 10.8 11,0 3A LDS F A 0 A A B I B A Approach Delay 69,1 51.7 9.6 10.0 Approach LIDS E D A A Cyci Lenggft 151 Actuated Cycle Length; 151 Offset;,()(41/6),Referenced to phase 2:ltiNl3TL and i6 SBTL,Mart of Yellow Natural Cycle:80 ontrol Type. tdated-Coordinated Maximum v/c Ratio;0.80 Intersection Signal Delay:14,3 Intarsecko"n,LOS:S Intersection Capacity Utilization 62„8% ICU Level of Service B �naly is Perl6d"(min) 15 Splits and Phases: 106:Overseas Hwy&Ocean Blvd Ak, 02 R A4 I NOR MINIMUM!! 7�075 ="06 777, Existing PM Peak Hour Synchro 11 Light Report 474 Queues 1 05: Overseas Hwy & Ocean Blvd II ■— i Lane Croup Flog(vph) 163 48 8 30 1508 4 924 134 vlcRatio 0,80_ ,16 ON 0.07 0,.67 0,102 0A7, ,002 Control Delay 88.2 4.1 51,7 6.1 9.7 10.8 11.0 3.1 Queue V7ela� C:O 0.0 '0.0 0,0, 0.0 010 0.0 0,0' Total delay 88.2 4.1 51.7 6.1 9.7 10.8 11.0 31 Queue Length 50th(ft) 156 0 7 7 12 1 205- 8 6tueue Length 95th(ft) 236 14 23 18 410 7 274 36 Intbrn l Link ist f#) 187 486 219 Turn Bay Length(ft) 425 160 160 P3 S6!Capaclty(vplv): 250 353 275 517 2657' 196 247 '1096 Starvation Cap Rertuctn 0 0 0 0 0 0 0 0 Spillba Cal"k6d66tn 0 0 0 0 0 a' 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Re'd6ded�fd Rabb 0.65 014 0,03 0.06 0.57 AM 01` 7 ,. 0,12 Exisbng PM Peak Hour Synchro 11 Light Report 475 HCM bath Signalized Intersection Summary 106: Overseas Hwy &.Ocean Blvd --* --0- --v '0'- "l- -N, t Lane Configurations +1 r + +T+ Traffic"Volurrie(veh/h) 151 1 415 6 '2 0 28 i 399' 4 4 850 1125 Future Volume(veh1h) 151 1 45 6 2 0 28 1399 4 4 859 125 Initial Q(01b),veh 0 0 6 0 0 0 '0 0 0 0 o 0 Ped-Bike Adj(kpbT) 0.99 1.00 1.00 1.00 1,00 1.00 1.00 1.00 Nrking'Bus"Ad! 1,00 1.00 1.00 1,00 1.00 1,00 1"00 1 m 1,00 1'00, 1 m' 1"00 Work Zone On Approach No No No No Adj Sat F_!qW,velh/h/1'n 1870 1870 1870,, 1870 1870 1870 1870 1870 1870 1870, 1870 1870 Adj Flow Rate,veh/h 162 1 0 6 2 0 30 1504 4 4 924 0 Peak Hour,Factor, ' 0,93 0,9�3 O�98 0,93, 0,93 0.93 '0`03 O�93 0.93 0.93 0,193,' 0,93 Percent Heavy Veh,% 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 239 1 214 66 0 27,819 1 7 257 2472 1 Arrive On Green 0,14 0,14 0.00 0.14 0.14 0,00 0,03 0.77 0.77 0,70 0.70 0,00 Sat Flow,Veh/h 1409 9 1586 1265 482 0 1781 3636 10 347 3654, A585 Grp Volume(v),veh/h 163 0 0 8 0 0 30 735 773 4 924 0 Oro Sat FIcw'(s),Veh/h/In 1418 0 158'5 1'70 0 0 1781 1'717 1869 347 11777 1585 Q Serve(g-�s),s 16A 0.0 0.0 0.0 0.0 0.0 0.7 24.8 24.8 0,.7 16.1 0.0 Cycle Q'Clear(g'�-p),s *9 0,0 0,0 0.6 it,0 0.0 03 24.8 24,8 147 16.1 '0,.0 Prop In Lane 0.99 1.00 0.75 0.00 1.00 0.01 1.00 1.00 Lane p,Cap(c),veh/h Gr 241 0 280 o -451, 1363 11434 257, 2472 , VIC Ratio(X) 0�68 0.00 0.03 0.00 0.00 0.07 0.54 0.54 0,02 0.37 Avail CaO(c_a),veh1h 312 0 356 0, 0 619' 1363 1434 257 '1472 HCM Platoon Ratio 1.00 1.00 1.,00 1.00 1.00 1'0 1.00 1.00 1,00 1.00 1.00 1.010 Ulpstrelam'F'Oter(l) 1.00 0.010 0.00' 1,00 too 1,00 11.00 1.00 0.106 Uniform Delay(d),s/veh 616 0.0 0.0 56,6 0.0 0,0 6.5 7.0 7.0 12,0 9.5 0.0 Incr Delay(Q),s/veh 4.5 0.0 0.0 0.0 0.0 0,0 0.0 1.5 1.5 OA 0A 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 %ile l3ackOfQ(50%),veh/ln 16.4 0.0 0,01 013 0,0 0,0 03 9.2 9,7 0111 6.3 0.0 Unsig.Movement Delay,s/veh LnGrp Delay(d),slveh 68.1 0.0 0,0 56,6 0,0 0,0 6.6 8,5 8A 122 9.9 0,0 LnGrp LOS E A E A A A A A B A Approach V61,veh/h 163 8 1536 928 Approach Delay,s/veh 681 56.6 8.4 9.9 A pproadh L05 E E 'A Phs Dura'66 ,04Y,+Rc),s 1212,6 28A 10�'8- 111.'18," 8A Change Period(Y+Rc),s 618 7.8 6�8 6,8 7.8 Max Green Setting(Grhax),s 108,2 Z8,2 1,8,2 80.2,' Max Q Clear Time(g-c+11) s 26.8 1&9 27 18.1 2,6 r,a,an E�xt:,Tirne(p-p),s 143 0.6 0.10 7„2 0 HCM 6th Ctrl Delay 124 HCM 6th LOS B User approved pedestrian interval to be less than phase max green. Unsignallized Delay for[EBR,SBRI Is excluded from cWculafioris of,the approach delay and intersection i delay. Existing PM Peak Hour Synchro 11 Light Report 476 HCM 6th TWSC 201: Driveway & Overseas Hwy SB Int Delay,s/veh 0j Lane Configurations 'Traffic', Future Vol,veh/h 9 0 0 0 4 941 Ob'nflicting Pe6,#/hr 0 "', 0 0 "', A 0 Sign Control Stop Stop Free Free Free Free RT,Phn'''a neli'zed None; No6e, Storage Length 0 125 - Velh,in Median Sbrag e, 0, 0 0 Grade,% 0 0 0 Peak Hour,Factor 86 86 86 8'6' —86 ;86 Heavy Vehicles,% 2 2 2 2 2 2 Writ Flow 10 0 A '5 1094, f", SIMI 91 2122/ ff' ' Conflicting Flow All 557 0 0 Stage 1 0 - Stage 2 557 - riticaldwy - 4�5 4,14 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 4,5 Follow-up Hdwy 3 212 Pot Cap-I Vaabuver 748 0 Stage 1 - 0 Stage 2 '748 0: Platoon blocked,% Mov Cap-1 Maneuver 748 Mov Cap-2 Maneuver 748 Stage 1 - Stage 2 748 11 MIN/M/&VI M/,M111 ffimffimg� HCM Control Delay,s i 9,9 HCM LOS A rC pa veh 74 a ,City( N - - — 6 M Lane VIC Ratio 0.014 - HCM Control Delay(s) 9.9 HCM Lane LOS A HCM95th 0/ofile Q(veh) 0 Existing PM Peak Hour SynGhro 11 Light Report 477 HCM 6th TWSC 202: Overseas Hwy NB & Driveway Int Delay,s/veh 0.1 mm f,Wei Lane Configurations Traffic Vol,Veh/h, 0 0 0 30 , 105 0" , 0 _0 0 Future Vol,veh'th 1 9 0 0 0 0 0 30 1635 0 0 6 0 Conflicting Ped "#/hr 0 fl 0 V, 0, '0 01 '0 0 """o 0 01 Sign Control Stop Stop Stop Stop Stop Stop Free Free F'ree Free Free Free RT Channelizbd None None, No e = None, Storage Length Veh jn*dlah Storage, 01 '0' 0 Grade % 0 0 0 0 Peak Hour Facto,r 92 92 92 9,2 92 92 92 912 92 '92 , 92 92 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 10 0 10 0 0 0 33 1117 0 ,0 1, 0 0 Conflicting Flow All 955 1843 1843 889 0 0 Stage,1 0 "'o '1843 Stage 2 955 1843 0 Pritical'Hdwy 4,5 *5 4.5 , 4,' 4.14�, Critical Hdwy Stg 1 - - 4�5 Cri tical Hdwy Stg 2 4.5 45 - Follow-up Hdwy 3 3 - - 3 3 122 Pot Cap-1 Maneuver 527 236 0 0 235 633 - Stage I - - 0 0 235 - Stage 2 527 235 0 0 Platoon blocked,% Mov Cap-1 Maneuver 527 235 - . 235 633 Mov Cap-2 Maneuver 527 235 - 235 - Stage I - 235 - Stage 2 527 235 NONNI 1101111/1111 HCM'Contrd Delay,s 12', 0 HCM LOS B A Capacity(Veh/h) HCM Lane VIC Ratio U19 - HCM Control Delay(s) 12 0 HCM Lane LOS 6 A HCM 95th O/otle Q(veh) 01 Existing PM Peak Hour Synchro 11 Light Report 478 Timings 102: Burton Drive & US 1 BB 1r Lane Configurations ' f6filid"�pl 'me(vpti) $4 Future Volume(vph) 84 93 907 T turn Ty�p trot Split PEA' , , . Protected Phases 7 52 52 1 2 4 5 6 Permitted Phases > Detector Phase 7 52 52 Minimum Initial(s) 5.0 5.0 10.0 5.0 10.0 10.0 Minimurrn Split(s) 22,5 :.: 25.6 212.5 , 25.5,' 16:8 25'8 y Total Split(s) 30.0 30.0 60.0 30.0 30.0 60.0 Total phlt'N 2a.0%A 25%� 0% 25% 25°J� 50% Yellow Time(s) 3A 3.4 4,8 3.4 4.8 4.8 All-Rod Time O 2A :2.1 2.0 2A 2.0 2,0 Lost Time Adjust(s) 0.0 "fatal Lost Time(s) 5.5 Lead/Lag Lead Lag Lead Lag Lead-L g' ptimize? Yes Yes Yes Yes Recall Mode None None C-Max None None C-Max Act Effat Green,(s) 12,9 94,4 94,8 Actuated..g/C Ratio 0.11 0.79 0.79 Ratio 0,50 0,08 037 Control Delay 84,1 3.5 4.5 Queue Delay ; 0:0 ; 0�0 0.0 Total Delay 84.1 3.5 4.5 LOS F " A A Approach Delay 84.1 4A Approach LOS P A Cycle(Length:120 Actuated Cycle Length: 120 pffset:117.7( 8%),Referenced to phase 2:SBTL and 6„;Start of Yellow Natural Cycle: 110 Control Type,:,Actuated-Coordinated Maximum vlc Ratio:0.75 lntersectioh Signal Delay,, 10,6 , (intersection LIDS:B,; Intersection Capacity Utilization 40.0% ICU level of Service A Analysis Period(min)1, Splits and Phases: 102: Burton Drive&US 1 SB #102 #102 #102 5 1 'e7 Em E'211/211 Aammmmm= I I I I #103 #103 #103 4 01 ' '05 R ,,r,.,,0 Existing PM Peak Hour Synchro 11 Light Report 479 Queues 102: Burton Drive & US 1 SB Lane gaup Flow(vph) 95 106 1031 We Ratlo 0,50 0,08 0437 Control Delay 84.1 3.5 4,5 0666 Defy 0.,O 'U 0. Total Delay 84,1 3,5 4.5 Queue Length 50th(ft) 77 1 '162 Queue Length 95th(ft) m130 34 160 Wemad Unk Dist(ft) 1 83 ;116 Turn Bay Length(ft) 225 Base Capacity(vph) 361 1372 2745 Starvation Cap Reductn 0 0 0 piilkaaak Cap Reductn 0 0 4 Storage Cap Reductn 0 0 0 Reduced v!c Raba 0,26 0:08 0, 8 �i�/�� ���Il m Volume for 95th,pe;r•centille queue is metered byi upstream signal. Existing PM Peak Flour Synchro 11 fright Report 480 HCM Signalized Intersection Capacity Analysis 10 Burton Drive & US 1 5B !'/1 ENRON Lane Configurations Traffic Volume'(vph) 84 Q 0 0 93 90 Future Volume(vph) 84 0 0 0 93 907 Ideal Flow(vphpl) )900 1900 1900„ 1900 1900, ";` 19oo, Total Lost time(s) 5,5 6,8 6.8 Lane Utlh Factor 1.00 too o`96 Frt 1,00 1,00 1,00 FIt Protected 0.95 1,P( atd,Flow(Prot) 1770 1770 3539 FIt Permitted 05 0, 5 ' 1, 4 Satd,Flow(perm) 1770 1770 3539 Leak-hour factor,PH�F 0188 0188, 0.80 0.88 Adj.Flow(vph) 95 0 0 0 106 1031 kTOk Reduction(vph) o 4 ; 0 o o 0 Lane Group Flow(vph) 95 0 0 0 106 1031 Turin'Pype Prot Spliit, hI Protected Phases 7 52 52 Permitted Phases Actuated Green,G(s) 12.9 94.8 94,8 Ef(6p#tve Green,g'( ) 12.9 94.8 94, Actuated g/C Ratio 0.11 0.79 0.79 Clearance Time(s) 5.5 Vehicle Extensions 1.4 Lane Grp Cap(vph)' 190 1398 27,95 v/s Ratio Prot co.05 O.o6 c0.29 vls Ratio Perm v/c Ratio 0,50 OM 0.37 Uniform Delay„d1 50.5 2.8 3.7 Progression Factor 1,54 1.00 1.00 Incremental Delay,d2 0.7 0.0 off, Delay.(s) 78.3 2.8 3.8__ Level of Service E A A Approach Delay(s) 78.3 0.0 3.7 Approach LOS E A A. HCM 2000 Control Delay 9.4 HCM 2000 Level;fat Service HCM 2000 Volume to Capacity ratio 0.41 Actuated Cycle Length(s) 120.0 Sum of los(tim '(s) N9A1 Intersection Capacity Utilization 40.0% ICU Level of Service A Analysis Period(nnin)' 15 c Critical Lane Group Existing PM Peak Hour Synchro 11 Light Report 481 Timings 103:1 US 1 NB & Burton Drive Lane Configurations Traffic Volume(vph) 75 79 155 -. 128 Future Volume(vph) 8 75 79 1556 126 Turn Type Farm NA NA NA P&rn Protected Phases 14 4 6 1 2 5 7 Permitted Phases 14 6 Detector Phase 1 4 14 4 6 6 witch Phase Minimum Initial(s) 5.0 10:0 10.0 5.0 10.0 10.0 5.0 Minimum Split(s)' 25, , 2 .8 '26.8 25, 6: Total Spllit(s) 30,0 60.0 60.0 30.0 60.0 30.0 30.0 Total Split(/o) 2 A6% 5b,01do,.""50��% " ��% ��C�°�a�- , z"��a. . '25°f�,:; Yellow Time(s) 3.4 4,8 4.8 3.4 4.8 4.8 3.4 AIIRed Time(s) `2»1 2,"0' Z Last Time Adjust(s) 0.0 0.0 0.0 Total Lost Time(s) 5.5 <61,181 Lead/Lag Lag Lag Lead Lag Lead Lead'-Lag,Optimize? Yes Yes Yes � Yea Yes , Recall Mode None C-Max C-Max None C-Max None None Act IEff6t Creen',(s) 25,5 120b 82; ' 8i2 , Actuated g/C Ratio 0.21 0.11 0.68 0.68 .> v1c Ra#io 024 01 '071l' 0:1 ; Control belay 38.0 61.8 14A 3.5 Queue`belay 0,0 "0.0 0.0 0w0 Total Delay 38,0 61.8 14A 3.5 LtJS D E B A Approach Delay 38.0 61.8 13,6 Approach LOS; D E ' B li 1 Cycle Length: 120 Actuated Cycle Length: 120 Offset:1171( 8%),Referenced to phase 2: BTL and,6:,Start at Yellow Natural Cycle: 110 Control Type: ptuated-:Coordinated Maximum vfc Ratio:0.75 Intersection Siginal Delay,,18.4 lnWiectlon LOS: Intersection Capacity Utilization 64.1% ICU Level of Service C Analysis Period(mJn)1 Splits and Phases: 103: US 1 NB&Burton Drive 102 #102 1,0 2�It ^ 5 ' 2 c T 07 'pc, 103 #103 #103 01 ,6 R 4 Existing PM Peak Hour Synchro 11 Light Report 482 Queues 103: US 1 NB & Burton Drive Lane gaup Flew(vph) 91 162 1717 138 V/c Rath U4 0.75 0„71 0,13 Control Delay 38.0 61.8 14.4 3.5 Queue Delay 0.0 0.0 q.0 010 Total Delay 38.0 61.8 14.4 3.5 OUeu6,Length 50th(ft) 60 99 387 1 (Queue Length 95th(ft) 107 165 562 39 l6fom,W Link Dist(ft) 1383 1298 1247 Turn Bay Length(ft) 150 Bash apablty('ph) 644 381 422 A!07 Starvation Cap Reductn 0 0 0 0 Stllbkk,Cap'C eductri ` 0 0 0 '' , ;0 Storage Cap Reductn 0 0 0 0 Reduced'vIc Ratio 014 0.43 V1 0;113 C` OW,1 �;�� `" °°°'� �111�f ��11��11�J���l����10�1��711111177PP%�l J"��1��1"� 1JJJ111111JJ11�1 J1V l�'��ll�I�IIIIII TiPl��111�11J��� '�l���fl �, �Il °�'� ll l'11� Existing PM Peak Hour Synchro 11' Light Report 483 HCM Signalized Intersection Capacity Analysis 103: US 1 NB & Burton Drive Lane Configurations 4 T+ 4t r Traffic Volume(vph) 8 , '75 0 01" , 79' _68 6 1566 1'26 '0, Future Volume(vphi) 8 75 0 0 79 68 6 1556 126 0 0 0 Ideal.FloW,(yphPl) 1900 1900 1900 1900, 1900' 1900" 1900 1900 1900 >1900, '1900 Totai' 5 Lost time(s) 5., 5,5 6. 6'8 6,8 Lane Util,Factor 1,00 0.95 1.00 Frpb,ped/bikes 1,00 1.00 1,00 0.97 Flpb,ped/bilkes 1,00 Frt 1.00 0.94 1.00 0.85 Ht'Protboted 1.00 1,00 '1,06 Satd.Flow(prat) 1854 1746 3538 1536 Fit Pe'rmlftd, 0,97 1.00 1,06 'I"M Satd. Flow(perm) 1803 1746 3538 1536 0,9i '0.01 OM 0�91 ''0,91 D.,91 0.94' Peak'-hour factor,PHF OM 0,911 0,91 OM Adj.Flow(vph) 9 82 0 0 87 75 7 1710 138 0 0 0 RTOR Reduction(vph) 0 01 0, 29 0 0 01 27 0 p 0 Lane Group Flow(vph) 0 91 0 0 133 0 0 1717 111 0 0 0 Confl.Bikes±hr) Perm NA N,A Split NA'' ,Perm Protected Phases 14 4 6 6 I 1 :1 1 , Permitted Phases `14 6, Actuated Green,G(s) 25.5 12.9 82.2 82.2 iEffa6tivia,Greqn,g(s) 25.5 12.9 8 .2 82,,2'Actuated g/C Ratio 021 0.11 0.69 0.69 Cllearance'Time(s) 5,5 6.8 6.8 Vehicle Extensions 1.4 2.4 2A Lane,Qrp Cap(vph) 383 187 2423 1052 A Ratio Prot c0.08 c0.49 V/s Ratio Perm COM 0,07 v/c Ratio 0,24 0.71 0.71 0.11 Uniform Delay,dl 39.2 51'3 11.6 6A, Progression Factor 0,97 1.00 1.00 1,00 'ihicre'r6da'I Delray,d2 0r5 10,,2 1'8 6.2 Delay(s) 38.4 62.0 13.4 6.6 Level of Service D 'E B A Approach Delay(s) 38A 62.0 12.9 0.0 Approach LDS D HCM 2000'Control Delay 11., 'L 7 HCM,2000ev6l of,Servi ce" H:ICM 2000 Volume to Capacity ratio 0.69 Act uatedl Cycle Length(s) 120.0 Sum,of Vast time(s) Intersection Capacity Utilization 64.1% ICU Level of Service C Analysi's Period(train) '15 c Critical Lane Group Existing PM Peak Hour Syinchro 11 Ug ht Report 484 Future (2024) Background Conditions 485 HCM 6th TWSC 101: Overseas Highway & Camelot Drive Int Delay,s/veh 0.3 Lane Configurations Traffid Yol;'vohlb"', 6 0 214 0 - '0 0 18 073 '2 16 6,f,,a ',,,,, -'18 Future Vol,veh/h 6 0 24 0 0 0 18 673 0 '2 '1561 18' Conificting Peds,,,#/hr 0, 0 0 0 ""0, 0 , : " "O"" "::O' ''o 0" Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT,Chanbell�d Noho No re None Storage Length 0 - 0 125 140 165 - 215 Wh in Me'dian',St6ta # 01, 0'6e, 0 Grade,'%' - 0 0 0 - - 0 'Peak Hour,Factbr 94 94 94 94 94, 94, 94 14 94' 94- 94 94 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 "'Mvrnt Fld'w" 6' 0 26,, 0 01 0', 191 716 0'- 2 : 1661, 10" Conflicting Flow All 2061 831 1589 2419 358 1661 0 0 716 0 0 Stage'! 665 754, "754 Stage 2 396 835 1665 Critical Hdu y 4,5 4 4.6, 5 A 4,14 414 Critical Hdwy Sig 1 4.5 - 4.5 4.5 - - Critical HIdwY'Sw 2, 4,5 '4Z 4,5 Follow-up Hdwy 3 3 3 3 3 2.22 Z22 Pot Cap-1 Maqeuver 191 0 661 297 136 932 384' 880 0 Stage 1 277 0 - 630 630 - - 0 Stage 859 0 - 686 277 0' Platoon blocked,% Mov Cap-1'Wpm'iver 184 . 661 274 129 932 384 880 Mov Cap-2 Maneuver 184 - - 274 129 - - Stage 1 263 . - 599 599 Stage 2 816 - - 562 276 0 a s 6 HCm'c'htr6i oel'y," '13.6 0 HCM LOS B A 0apaclty'(v'el0)', 384 184' 661, HCM LaneV)C Ratio 0.05 U35 0,039 - 0.002 HQMiControl,06hy(s) 14,9 25,3 10,7 0 0A HCM Lane LOS B D B A A HCMII 95th%,Ule Q(veh) 0.2 0A ' 0,11 Background AM Peak Hour Synchro 11 Light Report 486 HCM 6th TWSC 1104: Jule Road & Overseas Hwy SB Int Delay,s/veh 0 �11 r Lane C o n Iff momfif mm i Lot Lems trafific V,oll,veh/h 5 0 0 0 13 I,P74 Future Vol,veh/h 5 0 0 0 13 1674 C�66416tlng'Peds,#Ihr 0 0 , 0 0 01­1`01 Sign Control Stop Stop Free Free Free Free RT Chanfiek6d None 'None, Nora Storage Length 0 275 Vbh in Median Sbrag'e,#, 0 0 o Grade,% 0 0 0 Peak Hour Factor go go 910 go go, "go Heavy Vehicles,% 2, 2 2 2 2 2 Mvm',t Flow 6 0, 0 0 14 1860 Conflicting Flow All 958 - 0 0 Stage,1 0 - Stage 2 958 - Critical Hdwy' 4�5 4.14 Critical Hdwy Stg 1 - ,Critical Hdw'y',Std 2 4,5 Follow-up Hdwy 3 - 2,22 Pot Cap41 Maneuver 526 0 Stage 1 0 stage 2 626 0 Platoon blocke,d,% Mov Cap-1 Maneuver 526 - Mov Cap-2 Maneuver 526 - Stage I - Stage 2 526 HCM Con'troq Defay,s It9 HCM LOS B Wf III 0190 Capacity(velh/h 6 HCM Lane,V/C Ratio 0.011 HCM Control Dela�(s) HCM Lane LOS 13 HCM 95th I/otile Q(veh) 0 Background AM Peak Hour Synchro 11 Light Report 487 HCM 6th TWSC 105: Overseas Hwy NB & Jule e Road Int Delay,s/veh 0.5 Lane Configurations Traffid V64,v6h1h 9 10 0' ' 0 10 0 1 '834 10', 01 0 , Future Vol,vell/h 9 16 0 0 10 9 1 834 10 0 0 0 06016fing' Peds,#Ar ', '0 'Q 0 01 0 , ' 6 1 0 "0'' Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free IRT Channelized None None Nl6h6 N'he Storage Length eh in Mediin'Stctirage, 0 0 '0 '0' Grade,% 0 0 0 0 11:'oak HO(Fktor 92 92 92 92 92, 92 :92 92 91 92 92 '92 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvr0i Flow" 10 Ii, 0, 0 ''11 10 1 90T 11 0 0 Conflicting Flow All 461 921 - 916 460 0 0 0 S 0 916 lag 1 Stage 2 461 921 0 Critical Hd*y 4,5 4,$, 4.5 4 4.14 Critical Hdwy Stg I - 4.5 - - Critical Hdwy 9tgi 2 4,5 4,5 Follow-up Hdwy 3 3 3 3 Z22 Pot Cap-1 Maneuver 812 544 0 0 546 867 Stage 1 - 0 0 546 - Stage 2 812 544 0 0 - - Platoon blocked,% Mov Cap-1 Maneuver 791 543 86,6 Mov Cap-2 Maneuver 791 543 545 - Stage 1 - 545 Stage 2 787 543 - H, CM Control Delay,'s 10,'8 10,6 HCM LOS B B 0 0C a"a h ""0(Ve /h) 638 661 HCM Lane V/C Ratio 0.032 0.031 HCM Contro'I IDelay(s) '10.8 10.6 HCM Lane LOS B B HCM 95th I/otile Q(veh) 0.1 01 Background AM Peak Hour Synchro 11 Light Report 488 Timings 108: Overseas.Hwy & Ocean Blvd Lane Configurations Traffic Valume(vph) 48 0 25 10 1 AI '648 6 1460 98 Future Volume(vph) 48 0 25 10 1 39 643 6 1460 98 Tu ri Tir Perm NA Perm Perm NA, pm+pt CIA' Perm ' NA' Perm Protected Phases 4 8 5 2 6 Permitted Phases 4 4 8 2 6 6. Detector Phase 4 4 4 8 8 5 2 6 6 6 1 Phase Minimum Initial(s) 7.0 7,0 7,0 7,0 7.0 4.0 %0 15,0 15,0 15.0 Minimum Split(s), MO' 25,0 25,0 2 .0 '2 ;0 24,8 2548 24,8,; 24.8' " 24A Total Split(s) 25.0 25,0 25,0 25.0 25.0 25,0 115.0 90,0 90,0 90.0 Total Split(%y 17A 11�A9% 17,9% 17,9%: 17.'9% 17.9%, 82.11 64.30`v, 64,3%, 64. °dc' " Yellow Time(s) 3.4 3A 3A 3,4 3.4 4.8 4.8 4.8 4.8 4,8 All-Red U66(s) 4A 4A 4,4 4A 4A 2.0 2,0 2,0 2,0 2,0 Lost Time Adjust(s) 0,0 0,0 0.0 0,0 0.0 0.0 0,0 0.0 "fatal Lost Time(s) 7,8 73 7;8 6,8 6,8' 6,8 6,8" 6.8 , Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes i Recall Mode None Nome None None None None C-Max C-Max C-Max C-Max 4c Hot Preed'(s) 11A "11A 11"' 117,0 118.4,, 108,2 . 108,2 1t18.2,; Actuated g/C Ratio 0..08 H8 0.08 034 0.85 0,77 0,77 0.77 V/c Ratio ;0,48 0,14 `,0,12, 0.19 0,24 0,01 "0,60 0,09 Control Delay 74,5 1 A 56,9 4,8 3,1 6.5 10.4 2.0 ! udue Delay 010 0.0 0,0 0,01 0.0 0:0 0 0,0 Total Delay 74,5 1 A 56.9 4.8 3.1 6.5 110.4 2.0 LOB B A B i A A A 8 A Approach Delay _49,5 5&9 3,2 9.8 Approach LOS. D P A A Oycle Length:; 14p Actuated Cycle Length: 140 !Offset:0(00/6),;Referenced to phase 2:NBTL and 6:SBTL,Start of Yellow Natural Cycle: 100 Control Type:,Actuated-Coordinated Maximum vfc Ratio:0,60 Wersectlon SlgrNal Delays 9A Iritersdctlob,LOS:A Intersection Capacity Utilization 72,0% ICU Level of Service C Analysis Period(min)1 Splits and Phases: 106:Overseas Hwy 8 Ocean Blvd OP ;., 0 2, R 05 4 06 a Background AM Peak Hour Synchro 11 Light Report 489 Queues 106: Overseas H= & Ocean Blvd r— 4\ Lane Croup Flow(vph) 54 28 13 44 726 7 1640 110 vdo Ratio o.48 0.14 0,12 0.19 0.24 0,001 0,60 , 0!, Control Delay 74,5 1.4 56.9 4.8 3.1 6.5 10.4 2.0 ,Queue Delay 0,0 U, 0.0 010 010, 010 U 6)0 Total Delay 74,5 1.4 56.9 4.8 3.1 6.5 10.4 2.0 uaue length 60th(ft) 48' 0 10 6 : �66, 2 , 1 ` �6, Queue Length 95th(ft) 90 0 31 16 100 7 485 24 Intern 11ink Disk(ft) 187° 294 , 4,86 219 Turn Bay Length(ft) 425 160 160 Base Capacity(vph) 171 264 163 CAB; 2986 536 2736 1208i Starvation Cap Reductn 0 0 0 0 0 0 0 0 pIllaack!Gap Rdductn ' 0' 0 0 �., � 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced W6 Ratio 0.32 ' 0.11 0:08 0.12 0.24 0.01 0.80 U9. 1. "11" �1'r1l ,t1„�1'��J19JJ�9JllA����11 Background AM Peak Hour Synchro 11 Light Report 490 HCM 6th Signalized Intersection Summary 106: Overseas H= & Ocean Blvd Lane Configurations Traffic�Vol�ame(vehBh) 48 0 «5 19 1 1 '39 643 4 "- 1�466: 8 Future Volume(vehlh) 48 0 25 10 1 1 39 643 4 6 1460 98 )nitlel 0194 veh 6 Q 0 0 0 0 0 0 0, '0' Cd Ped-Bike Adj(&-pbT) 0.99 1.00 0.99 0,99 1.00 1.00 1.00 1.00 Patking'Bus,Adj 1,00 1,00 1,00 1,09 1,00 1,60 1,60 1,00 '00 1,00 1.00 1100 Work Zone On Approach No No No No dj Bat 96w,veh/hlln 187Q 1870 -1870, 1870 1870,, 1870 1870 1870 , 1870 1870 , 1870,`" "1870 Adj Flow Rate,vehlh 54 0 0 11 1 1 44 722 4 7 1640 0 Peak'Hour Factor 0M 0,89 0.89 6.89--": 0,89' 0,69 0,89 � C A � �0,69 U9,� 0,89 0189 Percent Heavy Veh,Ala 2 2 2 2 2 2 2 2 2 2 2 2 ap, ehlh 129 0 1119 I'll,, 7 275 3052 17 608 2119 Arrive On Green 0.05 0.00 0.00 0.05 0.05 0.05 0.03 0.84 0.84 0.77 0.77 0.00 Bat Flow:,YO/h 1447 0 1505 1343 205 - 129 1781 3623 .20; 727; 3654 158 Grp Volume(v)„veh/h 54 0 0 13 0 0 44 354 372 7 1640 0 Grp Sat Ff6W(s),veh/hlln 1447 10 1585 1677 9 0 1781 1777 1867 727; .<1777 1565 Q Serve(g_s),s 4.1 0.0 0.0 0.0 0,0 0,0 0.7 5.5 5.5 0.3 28.2 0.0 ycle Q Cln r(g�c),s 5,1 0,0 0,0 1.p 0,0 t0,0 0,7 5,5,' 5,5 0, 28.2 0,0 Prop In Lane 1.00 1.00 0.85 0�08 1.00 0.01 1.00 1.00 Lane Grp,Cpp(c),veh h 129 ' ,0 137 0 0,,' 27 '1497 157 5 `,,,"27919 , WC Ratio(X) 0.42 0,00 0.09 0.00 0�00 0.16 0.24 0.24 0.01 0.60 ,Avail ap(cLa)i veh/h' 226 0 237 0 p 46. 1497 1572 908 2719' HCM Platoon Ratio 1 W 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1,00 1.60 1.00 Upstream`Fik6r(l) ;1,00 0,00 0,00 1,00 0,00 0,00' 1w00 1.00 1.00 1100' U0 0,00 Uniform belay(d),sfveh 65.0 0.0 0,0 63,2 0.0 0,0 6A 2.2 2.2 3.9 7.2 0.0 Incr belay(d2)i s/veh 2.6 " 0,0 0,0 0A 0,0 0,0 0.2 04 0A 0,0 1.0: '0�0 Initial Q belay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0,0 0,0 0.0 0.0 0.0 0A 0.0 %alle HackOf ( 0%),veh1In 2,0 0u0 0.0 0,5 0.0 0,0" 0,3 1 1,6 17 0�0; 9.9 0,6 Uns g.Movement belay,s/veh LnGrp belay(d),s/veh 67,7 0.0 0.0 63.5 0,0 0,0 6.6 2.5 2,5 3.9 8,2 0.0 LnGrp LbS E A E A A A A A A pprpaph Voj,veh 54 13 776 ; 1647 Approach belay,s1veh 677 63.5 2.8 8.1 ;Apprbach LOS`' E E, A A Phs buratlorf( +Y+Rc)';s 124.7 153 10,E �,,1119` 15,3' Change Period(Y+Rc),s 6.8 7.8 6.8 6,8 7.8 Max'Green Song(Gmax),s", 108,2 'IT 2, 181,E 631' 17,2 Max Q Clear Time(g�,c+11),s 7.5 7.1 2.7 30.2 10 Green Ext Tlme(p_o),s 4w4 9,1 1,0 I6A 0,0 HCM 6th Carl belay 8,1 HCM 6th Los A User approved pedestrian interval to be less than phase max green. Unsigndllzed belay for[EBR,SBR]is excluded from calculations of the approach delay and Intersection delay, i Background AM Peak Hour Synchro 11 Light Report 491 HCM 6th TWSC 201: Driveway & Overseas Hwy SB Int Delay,s/veh 0 .......... i�Iff( TT777= �bnflldfing Rq&;#Ihr 0 1 "o 0 Sign Control Stop Stop Free Free Free Free � T t fianin,eli,zed N64o, None' None,� Storage Length 0 125 Veh in M6dianStorage,# 0', 'o, 0 Grade,% 0 0 0 Peak Hourl Factor go 'go go 'go 910 90 Heavy Vehicles,% 2 2 2 2 2 2 Writ Flow 7 0 01 0' 1893, Confficting Flow All 951 0 0 St P1 0 Stage 2 951 - CrfticW Hdwy 4.5 4.14 Critical Hdwy Stg I - - Critic ll Hdw yStg2 0 Follow-up Hdwy 3 2.2�2 Pot Cap-I Maneuver 529 0 - Stage 1 - 0 Stage 2 529 0 Platoon blocked,% Mov Cap-I Maneuver 529, - Mov Cap-2 Maneuver 529 Stage I Stage 2 529 HICM'Control HCM LOS B 1161R; ,Of Caoocity(ve'h/h) 529 HCM Lane V/C Ratio 0.01 3 HOM Con'trol Delay'(s) 11.9 HCM Lane LOS B HCM 95th%file,Q(veh), 0 Background AM Peak Hour Synchro I I Light Report 492 HCM 6th TWSC 202: Overseas Hwy NB & Driveway Int Delay,s/ve,h 0,1 maftmm�Ml , Lane Configurations T+ Traffic Vol,veh/h 6 -0 01 0 '0 0 21 837 0, 0 Future Vol,veh/h 6 0 0 0 0 0 21 837 0 0 0 0 Poriftiding Peds,#/hr 0 0 0 0, �0 0, 0 " 0 "'0"', 0, 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free, RT Channellzed None None None None Storage Length Veh in Median Storage',,# 0 fJ 0 0 Grade,% 0 - - 0 - - 0 0 - Peak Hour our Factor 91 '91 911 91 91 91 91 91 91 01, 01 91, Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 71 0 0 "01 023 920, 10 0 A 0 ),Or Conflicting Flow All 506 966 - 966 460 0 0 0 Stage 11 0 0 Stage 2 506 966 0 - - Critical Hdwy 4,5 4,5 4 4,14 Critical Hdwy Stg 1 - - 4,5 - - Uti6ell Hdwy Stg 2 4.5 C5 Follow-up Hdwy 3 3 3 3 2,22 Pot Cap-1 Maneuver '781 522 0 0 522 867 Stage 1 - - 0 0 522 - Stage 2 '781 522 6 Platoon blocked,% Mov Cap-I Maneuver 781 52'2 - 522 867 Mov Cap-2 Maneuver 781 522 . 522 - Stage 1 . 522 Stage 2 781 522 - HCM Control Delay,s 9,6 0 HCM LOS A A Capacity(veh/h), 781 HCM Lane V/C Ratio 0,008 HCM Control Delay(s) 0,6 0 HCM Lane LOS A A HCM 95th%file Q(veh) 0' - Background AM Peak Hour Synchro 11 Light Report 493 Timings 102, Burton Drive & US 1 SB Lane Configurations tt `Traffic Voltfine'(vph) 12 a 49 11 53,8 Future Volume(vph) 126 49 1538 Turn fype,, rotSplit , A Protected Phases 7 52 52 1 2 4 5 6 Per i ne Phases Detector Phase 7 52 52 Minimum Initial(s) 5.0 E0 10.0 5,0 10,0 10.0 Rinimurri Spllt,(s) 22.E 25.5 22,6 254," '16A �25A Total Split(s) 30.0 30.0 60.0 30.0 X0 60.0 Total Split( a) '25»0% 25% 50% 25% '25%,—, 50% Yellow Time(s) 3.4 3A 4.8 3.4 4.8 4,8 POI.Fired Tii e O 2,1 2,1 ZO 2,1- 2.0 2,0 Lost Time Adjust(s) 0,0 Total L6st'flrn' (s) 5,5 LeadlLagLead Lag Lead Lag Lead-La+g Optimize? Yes Yeas 'Yves Ye' Recall Mode None bone C-Max None None C-Max f,Effct Grim(s) 16w1.4 1:4 Actuated g/C Ratio 0.14 0,76 0.76 y/c Ratio 0$7 0.04 O.63 Control Delay 82.9 4,5 &5 Ltuaup palsy 010 0.0 0 0 Total Delay 82.9 4.5 8.5 LOOS F A A Approach Delay 82.9 8.4 Approach LOS, F A 0ycle Length:120 Actuated Cycle Length: 120 Offset: 117.7(980/6);,Referenced to phase 2:SBTL and.6:,,Start of Yellow Natural Cycle:80 C6ntfnN Type'.Actuated-Coordin6ted Maximum vfc Ratio:0.80 {nterse'016n Signal Delay:13,8 In#ersection,LOS;'B,; Intersection Capacity Utilization 59,7% ICU Level of Service B ;analysis Period(min)115 Splits and Phases: 102:Burton Drive&US 1 SB #102 #102 #102 S 7 n2 R 7 o7 w 103 103 #103 o1 „ ,.,, 4 Background AM Peak Hour Synchro 11 Light Report 494 Queues 1 0 Burton Drive & US 1 SB Larne Croup Flow(vph) 138 54 1690 alc Ratio 0, 7 0,04 O1,63 Control Delay 8Z9 4.5 &5 uope Delay 6,0 0mO 4,9 Total Delay 82.9 4,5 8,5 uq"O,e Length 501th(ft) ill 9 267 Queue Length 95th(ft) 178 24 421 internal Link Mist(ft) 138 1156 Turn Bay Length(ft) 225 Base apac'4'(vph) 361 1347 2695 Starvation Cap Reductn 9 U 0j!lblack Cap Reductn 6 '"0 0 Storage Cap Reductn 9 g 0 Reduced vlc Ratio 0,38' 0,04 U3 �' , � ,u,,�/loll//���,,�l�ll�l11911111 ,1���lll/111J�1�1��1�II1r11111��,111,111� �1��, t11,��tlr�� �l �,1N011 �llllrlD ,V1�l 11f d� 0alll Background AM Peak Hour Synchro 11 Light Report 495 HCM Signalized Intersection Capacity Anallysis 102: Burton Drive & US 1 SIB Lane Configurations ' `fraffid Volume(vph) 0 0, 49 �538 Future Volume(vph) 126 0 0 0 49 1538 Ideal,Flow(uphpl) 1900 1900 1900 ; 1900 1900, 1900 Total Lost time(s) 5.5 6.8 6.8 Lune LIM,Factor 1,00 t;ptt t1w95 Frt 1.00 1.00 1.00 Pit Protected ,0,95 j O0 . Satd.Flow(prof) 1770 1770 3539 Fit Nrrriitted, Satd.Flow erm 1770 1770 3539 Peak-hour faofar PHF 0;91 p,91 0.91 0,91' 0.91 Adj.Flow(vph) 138 0 0 0 54 1690 RTOR Reduction (Vph) t7 0 Q, 0 0 0 Lane Group Flow(vph) 138 0 0 0 54 1690 'Turn Type Prot , Split' NA Protected Phases 7 52 52 Permitted Phases Actuated green,G(s) 16.3 91 4 `91.4 ff 06 re en,gi(k) 16.3 Actuated g/C Ratio 0.14 0.76 :.. 0.76 liearance Tirie"�(s) 5.5 Vehicle Extensions 1.4 Lane Grp Cap(vph) 240 v1s Ratio Prot c0.08 0.03 c0.48 v1s Ratio Perm v1c Ratio 0.57 0.04 0.63 Uniform Delay,d1 48.6 15, 6,5 Progression Factor 1.56 1,00 1.00 Incremental Delay,d2 1.9 0,0 0.3 Delay(s) 77.9 15 6.9 Level of Service E A Approach Delay(s) 77.9 0.0 6.8 Apprgkh LOS E A + ; Hcm 606 Centro Delay 12.0 ` HCM 20,_O I.Vel of Service , B HCM 2000 Volume to Capacity ratio 0.66 kua(ed ycle�Length�(s) 1&0 Sur6' losttime(s)', Intersection Capacity Utilization 59.7% ICU Level of Service B nalysie Nr9od(min), 15 c Critical Lane Group Background AM Peak Hour Synchro 11 Light Report 496 Timings 103: US 1 Ng & Burton Drive a-- aJfi, ROBINS,,, ' 1,1'1'° lll'1I r' °"�ilf J'I NONE ; r �II[�11�1`OylJl rllIILI` I 1 Lane Configurations Traffic Volume(vph) 2 43 � � 107, , �779 68 Future volume(vph) 2 43 107 779 68 rn ype Perm NA NA NA Perm Protected Phases 14 4 6 1 2 5 7 Permitted Phases 114 6 Detector Phase 1 4 1 4 4 6 6 wttct Phase Minimum Mitial(s) 5.0 10.0 10,0 5.0 10.0 10.0 5�0 Minim urn,split(s); 1&5 15.8 258' 25,5 2,5 1 '4Z Total Split(s) 30.0 60.0 60.0 30.0 60.0 30.0 X0 ,Total pllEt(%} 25,0% 50,0% 50.0'% 26% 50% 25% 2 '%sr Yellow Time(s) 3.4 4.8 4.8 3.4 4.8 4.8 3.4 Pal(=H e 1lime(�). 2.1 2,0 ' .� ,0 �A ZO 2.0 2"1, Last Time Adjust(s) 0.0 0.0 0.0 Total Lost1lime(s) 5.5 6,8 6.8 Lead/Lag Lag Lag Lead Lag Lead Lead-'Lag tOpOrhize? Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max Name None aAct Efft seen,(s) '�28. 16: 81,4 81,4 Actuated g/C Ratio 0,24 0.14 0.68 0,68 vdo E aCi 0,11 0,80 �.35 0'07. Control belay 33.8 63A 9.8 1.7 Queue belay 0.0 0:0 0,0 0.0 Total belay 33.8 63A 9.8 1.7 LtOS C B A A Approach belay 33.8 63.4 9.1 Approach LtOS C E A Qycle Length: 1;20 Actuated Cycle Length: 120 Offset; 117.7( 8%),Referenced to phase 2:SBTL and,6;, hart of Yellow Natural Cycle:80 Control Type:, ctuetdd-Coordinatetl Maximum vdc Ratio:0,80 Intersection Signal belay:20.0 Intersection LcOS:C Intersection Capacity Utilization 4.3.0% ICU Level of Service A Analysis Period,(min)15 Splits and Phases: 103: US 1 NB&Burton Drive 102 #102 #102 s 4' #103 *103 #10 1 �} Background AM Peak Hour Synchro 11 Light Report 497 Queues 103: US 1 NB & Burton Drive --' 4-- EJI y f y,, MINES ��1%l ,,�1�� � �,,, ;a; � ,, alllll,J�l///l'����11,1111111/fill 111111 II(110�//�IfY/1(ll fIIJ�%J l d( I, „ ; Lane Group Flow(vph) 48 211 830 72 �r c Rate 0.111 0,80 0,'35, 0.07 Control Delay 33.8 63A 9.8 V Luau6 Cale 0.0 0,0 „ ,0 0.0 Total Delay 33.8 63.4 9.8 1.7 ueu6 L ngth 0 r,(ft) 30 137 138; C) Queue Length 95th(ft) 83 209 216 15 lnterhal Link Dist,(ft) 1383 18 2 : 1247 Turn Bay Length(fit) 150 Base Capacity(vph) '697 382 899 107 Starvation Cap Reductn 0 0 0 0 8oiliEaa k Gap ROOO to' 0 0 0 Storage Cap Reductn 0 0 0 0 Reduc'ed'vdc Ratio ON �U5 -0.35 0;07 Background AM Peak.Hour Synchro 11 Light Report 498 HCM Signalized Intersection Capacity Analysis 103. US 1 NI3 & Burton Drive Lane Configurations Traffic Volume(vph) 2 43 0 '0 167 91 1 ; 779' 68 0 p 0 Future Volume(vph) 2 43 0 0 107 91 1 779 ` 68 0 0 0 Ideal,Flaw(vphpl) 1900 1900 1900 1900 1900 1900I '1900 1900 1900 1900'"' 1900 1900 Total Last time(s) 5,5 5.5 6.8 6.8 Lane Util;'Factor 1 Z 1.00 0.95 Frpb,pedlbikes I.00 1.00 1,00 '0.97 PIp6,pedlblkes 1, 1,I)o 110 1.00 Frt 1.00 0.94 1.00 0,85 Fit Protected 1.00 1 r 1;00 1, 0 Satd, Flow(prot) 1859 1747 3539 1543 Flt Peir tltrd Q.t 9 11,00 1.00 11,00 Satd, Flow(perm) 1844 1747 3539 1543 Reak-hour factor,E HF 0,94 0,94 0.94 0j94' 0.94 0,94 '0,94 0, 0;94; 0.94,':'', i6, 4; OX Adj.Flow(vph) 2 46 0 0 114 97 1 829 72 0 0 0 TOR Redbcti n(vph) 0 0 0' 0 28 0 0 0 24 0 0 0 Lane Group Flaw(vph) 0 48 0 0 183 0 0 830 48 0 0 0 onfi,Peels.(#Jhr) 1 Confl,Bikes lhr 2 4 "tarn'Type Peer NA ' IAA � � � Split" tVA Perm Protected Phases 1 4 4 6 6 Permniited Phases 14 6, Actuated Green,G(s) 27.4 163 80.3 80.3 Effective Greed,g(s) 27.4 16.3 �0,3 803 Actuated g/C Ratio 0.23 0,14 0.67 0.67 Clearance Time(s) 5R5 618 6,8' Vehicle Extensions 1.4 2A 2A Lane Grp Cap(vph) 421 237 2368 '1032 vls Ratio Prot c0.10 cO,23 v/s Ratio Perm c0a03 0.03 vic Ratio 0.11 0.77 0.35 O�05 Uniform Delay,!d1 36.7 50.1 8,6 6.8 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay,d2 O:2 13.3 0A 0.1 Delay(s) 36.8 63.4 9.0 6.9 Level"of Service D E A A Approach Delay(s) 36,8 63.4 8.8 0.0 Approach LOS' D ,E A'i A HCIM 2000 Control Delay M9" H M 2000(revel of Service B HCM 2000 Volume to Capacity ratio 0.41 Actuated Cycle Length(s) ' 120,+0-- Sur,of lost time(s) 19.1 Intersection Capacity Utilization 43.0% ICU Level of Service A Analysis Perlor)(0n)' 15 c Critical Lane Group Background AM Peak Hour Synchro 11 Light Report 499 HCM 6th TWSC 101: Overseas Hiqhw2j,&,CameI,ot Drive Int Delay,s/veh 0A Lane Configurations tt r tt Traffic'Vol' vWh 13 0 33 0 0 1 �2 I ib 1 9 Future Vol,veh/h 13 0 33 0 0 1 22 11 '2 1332 9' C69filctlho'Peds,#,/hr , 0,, '0' ,O" 9 0 6 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Charinelized None' = None,, None, 'Free Storage Length 0 0 125 190 165 - 215 Vqh in Wdl6n storage,"# 0 0 0 0 Grade,% 0 - 0 0 0 Peak Hour Factor 93 93 93 93 9�3 93 93 '93 93 ,,,93 93­_ 93' Heavy Vehicles.% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 14, 35 0,,, 0 _1 24 1185 2 21 11432 �0411,00161,11 1 ME,M7112 Conflicting Flow All 2077 716 1953 2669 593 1432 0 0 1187 0 0 Staqe 1, 1436 1233 1233 Stage 2 641 - 720 1436 4 45 0' _`4 4,14 4,,'14 Critical,H,4�y 4.5 Critical Hdwy Stg 1 4.5 4,5 4.5 Critical HdwY Stg 2 4,5 4,5 4.6 Follow-up Hdwy 3 3 3 3 3 2,22 2,22 Pot Cap-I Maneuver 188 0 719 212 106 787 470 584 0 Stage 1 342 0 - 411 411 - - - 0 Stage 2 695 0 . 649 342 0 Platoon blocked,% Mov Gap-1 Maneuver 180 719 193 '100 787 470 584', Mov Cap-2 Maneuver 180 - 193 100 - - Stage 1 325 390 390 Stage 2 659 615 341 011111,'Will HCM Conitr6 Delay,,s "14.0 9,6, " 0,3 HCM LOS B A Capacity i(Ve'h/'h) 470 '180, 7�187 58,4 HCM Lane V/C Ratio 0.05 0,078 0,049 0,001 0,004 HCM Control Delay(s) 13.1 26"T '10.3 :9.6, '112 HCM Lane Los B D 6 A B HCM 95th O/oble Q(veh) 02 0,2 0,2 0 0 Background MD Peak Hour Synchro 11 Light Report 500 HICMI 5th TWBC 104:,Ju,lep Road & Overseas Hwy SB °` """'' '""1If'1911 J�J%%/%�y�lll>l>ll'�lll%�/l�Jllll''ll�//11//'/%lrl�/r%lull/lfl%II I��JJIJ���I/l//Ji�llllll'111111��l� 1l�l�`I19�'`N,�I(J1JJ`J11111VOI�ly%/l'l�'1111111JJ�1J'lllll llllll�lll/J �fll n,i�llll'l;�i'!11 1JJl l l � Int.Belay,siveh 01 Lane Configurations traffic'Vol,,veh/h 14 9 0 9 17 13 3 Future VoI,vehlh 14 0 0 0 17 1323 Conflicting Fads,#/h'r 0 0 10, 0 ;; 0 Sign Control Stop Stop Free Free Free Free RT'Channeli d None,,' None � � ;None Storage Length 0 275 Vehi in^Medlars Storage,'# 0 0 0 Grade,% 0 0 - 0 Peak Hour Factor 99 99 90 99 99 � B Heavy Vehicles, % 2 2 2 2 2,. 2 Mwrrnt Flow 14 0 0 0 17 1336 1 �llll�lllll9ll%%� � lr�////////f�,llllll�1J�11f1��/!l�r %�llr�1��IIJ11I111111�1J1J1111�111111%%i/�Illl�;lllflJ>Ill�l�lllD�Jl1,l//�/////%l,�//�/lllllll���l' 11 l�ll((11, Conflicting Flow All 702 - 0 0 Stage 11 1 0 Stage 2 702 - - CritiO Hd , 4.5 4.14 Critical Hdwy Stg 1 - - CritIcal'HdWy Stg 2 0 Follow-up Hdwy 3 - 2.22 Pot Cap-1 Maneuver 659 0 Stage 1 - 0 Stage,2 659 0 Platoon blocked,% Mov Cap-1 Maneuver 659 Mov Cap-2 Maneuver 659 Stage 1 Stage 2 659 UCM"CantrolLtelay,s 10.6 HCM LOS 8 Capacity(v0Ih/h) 659 HCM Lane VIC Ratio 0.021 HCM 6ntrol Delay(s) 1006 HCM Lane LOS B - HCM 95th%til Q(veh) 0A Background MD Peak Hour Synchro 11 Light Report 501 HCM 61h TWSC 105: Overseas Hwy NB & Jule Road 611,011,111" Int Delay,s/veh 0,2 1 f I Ely mI Ifflij IN iffl, MINE #If I (A" am#If If I Lane Configurations 41� T' raft'Vol,ve* '13 3 "O", 0 6 -3 01',", 0 Future Vol,veh/h 13 3 0 0 3 6 3 1206 4 0 0 0 (bn fl i c '0 0 '0 A 0 tlog P�dls,#Ihr 0 0 t tl, 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free e kT Ch6nn,ell4qd Non" N'on Non'e' ,,­':,, Nina Storage Length Veh'irfAidlan'Storage, d ; . O U" 0 Grade,% 0 0 0 0 Peak Hour Factor 91 91 91 01, '91 / 91 91, ":"g,l '91", 91 91 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvfnt Flow", 14 3 0,,,,, 0 3 , 3 1 1325 4 0, 0 Conflicting Flow All 670 1335 - 1333 665 0 0 0 Stage 1 0 0 � -11333 Stage 2 670 1335 - 0 Critical H'dWY 4,:6 4.6 4:,5 4 414 Critical Hdwy Stg I - - 4,5 - Crttid,61 Hldwy Stg;2 0, 4.5 Follow-up Hdwy 3 3 3 3 2,22 Pot Cap-1 Maneuver 678 375 0 0 376 747 Stage 1 - - 0 0 376 Stage'2 678 375 0 0 - Platoon blocked,% Mov Cap-1 Maneuver 668 375 - 376 '747 Mov Cap-2 Maneuver 668 375 - 376 Stage 1 376 Stage 2 666 375 HCM Control D41ay,s' 1,1A, 11 5 HCM LOS B B Capacity(Veh/h) 58 HCM Lane V/C Ratio U3 0.018 HCM Control Delay(s) 11.4 11.5 HCM Lane LOS B B HCM 95th I/otile Q(veh) 0A 0.1 Background MID Peak Hour Synchro 11 Light Report 502 Timings 106: overseas Hwy & Ocean Blvd I .r-- # Lane Configurations ' Traffic,'Vd(ume(v0h) 174 3 61 3 2 53 't 126 6 , 1,142 163 Future Volume(vph) 174 3 1 3 2 53 1126 6 1142 1163 T umT'pe Perm NA Perm Perm NIA prOpt :"CIA Perim IUD, Perm Protected Phases 4 8 5 2 6 Permitted Phases 4 4 B 2 5 6 Detector Phase 4 4 4 8 8 5 2 6 6 6 8N06h Phase Minimum Initial(s) 7.0 7.0 7.0 7.0 7,0 4.0 19.0 15,0 15.0 15.0 Minimum Split(s) 2&0 25,0 25,t1 25,0 5:0, ' "214.6 24,8- " , 4;8 4.8" Total Split(s) 25.0 25.0 25.0 25.0 25.0 25.0 75,0 50.0 50.0 50.0 total split 2 .0% 25.0% 25.0% 25,01% "25,0% " 6,0% :7'5.0%" 150.0% ' 0,011/0, Yellow Time(s) 3.4 3.4 3.4 3.4 3A 4,8 4®8 4.8 4.8 4.8 All-Red Time(a) 4„4 4A AA 4A 4,4 2,0 2:0 2.4 2.0,, 10 " Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Los"t'llme(s) 7.'8 7,8" 7,8 6s8" `S,8 ,8 68,', 6:8" Lead/Lag Lead Lag Lag Lag Le6d-Lag Optimize? Yes Yet Yes Yes Recall Mode None None Done Bone None None C-Max C-Max C-Max C-Max Act Bff6t Green(s) 164, 16.5, , J6,5 5,9 Actuated g/C Ratio 0.16 0.16 0.16 0,69 0.69 0.58 0.58 0.58 v/c Ratio, 0,86 0.18 0,02 Ch2 N o$o aoz 0"u59' uq Control Delay 73.8 2.4 32.5 7.0 8,3 11,0 15,8 4.2 Quern Delay 0.0 0.0 0,0 0.0 0�0 0.0 0;t1 0.0 Total Delay 73,'8 2.4 32.5 7,0 8.3 11.0 15.8 4.2 LQS B A C A A B Ai Approach Delay 55A 32.5 8.3 „ 14.3 Approach LO)S B C A ! 8 Cyclel.emg�th, 100 Actuated Cycle Length: 100 O fsetu 0(tl°Ao),Referenced to phase 2;NBTL and 6,SBTL,Start of Yellow Natural Cycle:90 Control Type,Actuated-Coordinated Maximum vlc Ratio:0.86 lhterse tion Signal bei by:15.3 Intersection LQS, Intersection Capacity Utilization 72,7% ICU Level of Service C Analysis Period(min)15 Splits and Phases: 106:Overseas Hwy&Ocean Blvd 77 t 05 O" $ Background MD Peak Hour Synchro 11 Ught Report 503 Queues 100: Overseas Hwy & Ocean Blvd ` ► ' , Lane Group Flow(vph) 190 66 6 57 1213 6 1228 175 k Ratio 0.86 0,18 2 " ; ,21 0,50 0,02 059 419 Control Delay 73.8 2.4 32.5 7.0 8,3 11.0 15.8 4.2 Queue Delay t1:0 0 0,0 0; 0.0, _ t1,0 , u 0.0 Total Delay 73.8 2 4 32.5 7.0 8,3 11.0 15.8 4.2 queue Length 0th(ft), 1118 � ' 0 8 11":' 174 � ,, �26 � �18 ; Queue Length 95th(ft) #236 8 14 23 218 8 344 45 tntermal Link Dist(ft) 187 2 4" 486 ';210 ; Turn Bay Length(ft) 425 160 160 bass apacit+ vp(u 232 368 '263 " 45� , .2439, �251 " 2 67 1 Starvation Gap Reductn 0 0 0 0 0 0 0 0 pillback Gap R6ductn� , 0 0 0 �", 0 0, 0 0 Storage Gap Reductn 0 0 0 0 0 0 0 0 Reduced 0c Uld U2 018 0.0 0.11 0.50' 042 019 95th parcerltlle vo!6ie exceeds capaeit�,queu" na y be longer; Queue shown is maximum after two cycles. Background MD Peak Hour Synchro 11 Light Report 504 HCM 6th Signalized Intersection Summary 106: Overseas Hwx & Ocean Blvd t Lane Configurations if TrafficV6Iurn6,(veh/h) 174 3 61 3 2 ;, 1 63 1126 2 6' ;,1 M4 16 Future Volume(vehlh) 174 3 61 3 2 1 53 1126 2 6 1142 163 Initial 0(Qb),yeh 0 0 0 0 0 0 ' 0 0 0' 0' p Q Ped-BikeAdj(A_pbT) 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1,00 Parking Bus,Adj� 1.00 1,00 1,00 1'.00 1,00 1�.00 1.00' 1.00, 1,0 , too Work Zone Can Approach No No No No Ad j'Sa1 Fla W,v hlhlln 1870 ,1870 1,870 1870' 1870 1870 : 1870 ,, 1570 1870 1870, �1870 ,1870 Adj Row Rate,vehlh 187 3 0 3 2 1 57 1211 2 6 1228 0 Peak Hour Fadtor 0.93 0.93, 0,93, 0,9,3, 0.93 0,93 O1'93 0,93 0,93 0,93 0;98 0:93 Percent Heavy Veh,% 2 2 2 2 2 2 2 2 2 2 2 2 Cap,VOW:, 285 172 109 i 46 ii; 16 2556 4 32T, 2111' Arrive On Green 0.15 0.15 0.00 0,15 0.15 0.16 0.04 0.70 0,70 0.59 0.59 0.00 Bat FloW,veh/h 1403 23 1585 '77'5 716 298 1781 3640 6 460 '3554 1585 Grp Volume(v),vehlh 190 0 0 6 0 0 57 591 622 6 1228 0 Grp Sat Flown( )PvehlhAn 1426, 0 1585 1781 0 0 1781 1777 1869 90 `1777 1688 Q Serve(g_s),s 123 0.0 0.0 0.0 0.0 0.0 1A 14.8 14�8 0.6 21.4 0.0 ycle 0 Clear(�g�-c),s 110 OX 0.0 03 0,0 '0,0 1,11 14y8 14,8 4,6�; ��1�4; 0,0' Prop In Lane 0.98 1.00 0.50 0.17 1.00 0,00 1.00 1.00 Lane Or Cap(c),v hlh' 288 0 326 0 i 0 316 1248; 1313 '327 2111. VIC Ratio(X) 0.66 0.00 0.02 0.00 0.00 0.18 0.47 0,47 0.02 0.58 Avail, ap(d_a) yehih 3,11 0 357 0 0 569, 1248, 7 1313, �3 ` '211' HCM Platoon Ratio 1�00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 Up trean"i Filter(l) I,00 0.00 0,00 1,00 0.00 0,00 1100 1,00 11,00 1,00 U0 0,00 Uniform(belay(d),slveh 41.5 0.0 0.0 36.1 0.0 0,0 9.3 6.6 6,6 10.1 12.6 0.0 Incr Delay( 2) s/veh 4,8 10,0 0.0 0,0 0,0 0.0 0.2 13 1.2 0.1 1 d2 t1.p Initial 01 Delay(0),slveh 0.0 0.0 0.0 0.0 0.0 0�0 0.0 0.0 0�0 0.0 0.0 0.0 %ile BackOfQ( 0%),vehAn 4.0 0.0 010 0,1 0.0 0;0 04 5.2 5„5 01, 8.2 0,0 Unsig.Movement Delay,slveh LnGrp Delay(d),s/veh 46.3 0,0 0,0 36,1 0,0 0,0 9 5 7.9 7,9 1U 13.8' o'o LnGrp LQS D A D A A A A A B B Approach Vpl,v h➢h 190 6 1270 12344 Approach Delay,slveh 46,3 36.1 8.0 137 Approach LOS; D � D A S Phs Duration( +Y+Rc);s 77,0 210 104 66,2 23,0 Change Period(Y+Rc),s 6.8 7.8 6,8 6.8 7.8 Mk Gratin S etting(Gmax),s 68.2 17;2 18,2 '" 412 17,2 Max Q Clear Time(g_c+I1),s 16.8 15.0 3.1 23A 2.3 Green Exit Time(pw c),s' 9.1 0,2 0A 8,2 0,0 HICM 6th Ctrl Delay 13A HCM 6th LOS B /r1////l%l lU 1 �J,>��(,I,1,��I1a111111�1�lJllJlr�lll�� �, !IT 7 Jlll/ll User approved pedestrian Interval to be less than phase max green. Linsignallzed Delay for[EB,R,SBR]is excluded from calculations of the approach delay and intersection delay, Background MD Peak Hour Synchro 11 Light Report 505 HCM 6thTWSC |nt Delay,o/vah 0.1 Lane Configurations tt Future Vol,vmh/h 12 0 0 0 2 1450 Sign Control Stop Stop Free F ree Free Free Storage Length 0 125 Grade 96 0 - O - ' O Heavy Vehicl00 % 2 2 2 2 2 2 Conflicting Flow All 888 O O Stage D 888 Critical H - Follow-up Hdwy 3 222 Platoon blocked,% ' Mov Cap-1 Maneuver 660 Mov C Maneuver 560 Stage 1, Stage 2 560, OWN HCM Lane VXCRatio U.026 - - HCM Lane LD8 B - - Background M0 Peak Hour 5ynchm11 Light Report 506 HCM 6th TWSC 202:: Overseas Hew X N6 & Driveway 16 "S Int Delay,s/veh 0.1 Lane Configurations 1raffic Vol,v6h/h 11 0, 0 0 `0 01 ,IgI 12''7,4 A, ",,0 0 0 Future Vol,veh/h l'i 0 0 0 0 0 19, 127,4 0 0 0 0 Cdnific tin g'Fads;#/hr 0 0, "10 0 0 ''o, "0 ",, 0 0 'O '0 0 ' Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Chan'h6lked, None 'None None 'None Storage Length Veh in Median Storage,* 0 0 0 Grade,% 0 0 0 01 Peak Hour Factor 92 92 92 92 92 92, , 92 42 92 92 92,, 92 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt.FIQW , 12, 0 , 0 01 0 0 21 13186 0 0 0 0 Conflicting Flow All 735 1427 - - 1427 693 0 0 0 Stage 0 '0 . 1427 Stage 2 735 1427 - 0 Critical HdWy, 4,5 4,5 4,5 4 4 14 Critical Hdwy Stg I - 4.5 Critical HdWy Stg 2 4,5 0 - Follow-up Hdwy 3 3 - 3 3 2.22 Pot Cao-1 Maneuver 640 345 01 0 345 731 Stage 1 - 0 0 345 - Stage 2 640 345 0 0 Platoon blocked,% Mov Up-11 Maneuver 6,40 345 - - 345 731 Mov Cap-2 Maneuver 640 345 - 345 Stage 1 345 Stage 2 640 345 HCM Qonircl Delay,s 10.7 0 HCM LOS B A 0apabity,(Veh1h) 640 HCM Lane V/C Ratio 0.019 HCM Con'trol Delay(s) 10,7' 0 HCM Lane LOS B A HCM 95th%tile Q(veh) 01 Background MD Peak Hour Synchro 11 Light Report 507 Timings 102: Burton drive & US 1 SB Lane Configurations ,traffic Volume(vph) 74 � �� 12,?9 , Future Volume(vph) 74 72 1279 urn Type Prot-� °;Split NA: Protected Phases 7 52 52 1 2 4 5 6 P66nitted Phase'$ Detector Phase 7 52 5 2 with Phase Minimum Initial(s) 5.0 5.0 10.0 5.0 10,0 10.0 M161 mom Split(s) 22,5' , 26,5 22.5 25;5 10 . Total Split(s) 30.0 30.0 45,0 30.0 30.0 45.0 `total Split(%) 28,6% 29% 43% Yellow Time s 3.4 3.4 4.8 3.4 4,8 4,8 Aql-Red Time(s) ZI .1 2.0 2.1 � �I 2,0 Last Time Adjust(s) 0.0 Total Least Time Lead/Lag Lead Lag Lead Lag Lead.Lag Opt!mi i e? Yes Yes Yes Yes Recall Mode None None C-Max None None C-Max Apt E pt Green;(s) 11.5 81 Z,: 81,2 Actuated g/C Ratio 0.11 0.77 0.77 We Ratio 0,42 0,06 . ;0,51 Control Delay 68.5 3.6 5.8 Oueue'Delay 0.0 " 0,0 0,0 Total Delay 6&5 3.6 5.8 LIDS B A A Approach Delay 68.5 5.6 Approach LOS B A Cycle Length: 105 Actuated Cycle Length: 105 Offset:0(0°/a),Referenced to phase 2:SBTL and 6,Start at Yellow Natural Cycle:90 orutrl`type;Actuated-Coordinated Maximum vlc patio:0.73 Intersection Signal Dela ' 8,9 Ilntersaotion L S:A Intersection Capacity Utilization 49.8% ICU Level of Service A Analysis Perilod,(cnih)1 Splits and Phases: 1!02:Burton Drive&US 1 SB 102 #102 #102 s 2 qP fO7 103 103 #103 4.� 1 ,, 6 R� M Background MD Peak Hour Synchro 11 Light.Report 508 Queues 102: Burton Drive & US 1 SB 1" '� ;�, "�'���llllll111�111Ill>�ll�l1r;J111111'`,, 'I'i1lJ�llll,� 11;`���i''"��Illlll� l111�1,'Il'llli �711��111'�',ll 'II,�IJ iil�,lflll�'I��l"1�1I'll��ll>I`�tll�lllll`all ;Il��� II"�" �" �l'>lll,`ll'° Lane Group flow(vph) 81 79 1405 �rq Ratio A2 U6 0,51, Control Delay 68.5 8.6 5,8 Qu�aua Delay 0.0 0.'0 0.0 Total Delay 68.5 8.6 5.8 kuwetu Len tft nth(ft) 57 10 161 Queue Length 95th(ft) 107 27 250 Internall'Link Nit(ft�' 1,�88 '1156 Turn Bay Length(ft) 225 Base apac4,(v'"h), 418 11344 688 Starvation Cap Reductn 0 0 0 pilltuack CAp;Reductn 01 0 0 Storage Cap Reductn 0 0 0 ke'duced vk Ra66 Q 0 0,06 0,52 �, "„� ,�""° ,,,, '°%l�Ill�1111111111r11�ri��/�//lTl/'1l� /�11�>l%//`��1D`Illlrl )°1,/1111111�1'�lillr)111JI�1'JI IIOIUI'I�IJII>�11II1Ji`>�Illl�l I1JI1,lll,lll 1�11 '° �� Ian � ,'11�N1'1';111' Background MD Peak Hour Synchro 11 Light Report 509 HCM Signalized Intersection Capacity,analysis 102: Burton Drive & US 1 SB Lane Configurations Traffic Volume' (Yph) 0 0 0 72, Future Volume(vph) 74 0 0 0 72 1279 )d slFlp (+phpN) 1 00 1900 1900 1900 "1900 "1��0 Total Lost time(s) 5.5 6.8 6.8 Lana Util.Factor` � 1,00; �, 5 , Frt 1.00 1.00 1.00 Ftf,Prroteptpd;, , ` .95 Satd, Flow(prat) 1770 1770 3539 Fit Parinittecl Satd.Flow(perm) 1770 1770 3539 PeaYt-hour fantrtr,PHF 0. 1 0,91 0,91 0.91" " OM 0,91 Adj.Flow(vph) 81 0 0 0 79 1405 RTOR Reduction(vph)' 0 0 0 0 0 �0 Lane Group Flow(vph) 81 0 0 0 79 1405 Turn Type Prat Split, GSA ' Protected Phases 7 52 52 Parmlt)ed;M6r ea Actuated Green,G(s) 11.5 81.2 81.2 t1+1 Gi ' ' g,(s) 11' � 61-, Actuated g/C Ratio 0.11 0.77 0.77 166ran Tlme(s) 5.5 Vehicle Extensions 1�4 i.ane,Grp Cap(vph) 193' 1368 7 6 v/s Ratio Prot c0.05 0.04 cOA0 v1s Ratio Parer v/c Ratio 0.42 0.06 0.51 Uniform Delay,d1 43.6 2,8, 4.5 Progression Factor 1.48 1.00 1.00 Incremental Delay,d2 0.5 0.fl 0,1 Delay(s) 65.2 2.8 4.6 Level Of S10,we E A A Approach Delay(s) 65.2 0,o 4.5 Approach LGS! E y A A H�M 2000 Control Delay 7.6 HCM12000 Levei of Service A HCM 2000 Volume to Capacity ratio 0,54 Actuated ydl"e Len�th(s) 105.0 Surd of lost time;(s) 19.;1 Intersection Capacity Utilization 49.8% ICU Level of Service A Analysis Period(mirt) 16 c Critical Lane Group Background MD Peak Hour Synchro tit Light Report 510 Timings 103: U'a 1 NB & Burton Drive —► �— I Lane Configurations Traffic Volume(yph) 4 72 82, 11 8� Future Volume(vph) 4 72 82 115�6 86 Turn Type Perm NA NA NA Perm Protected Phases 14 4 6 1 2 5 7 Permitted Phases, 14 6 Detector Phase 1 4 14 4 6 6 Switch Phase Minimum Initial(s) 5.0 10,0 10,0 5,0 10,0 10,0 5.0 Minimum SPlitOs " 255 5�8 25.8 22.5' 16,8,: 2Z5: TotalSplit(s) 30.0 45,0 45.'0 30,0 45.0 30.0 30.0 Total pllt ° ): 280/6 „ 42, 6/6. 42,3%. 29% . 43%' � 29% 29�% Yellow Time(s) 3A 4,8 4.8 3.4 4.8 4.8 3,4 Alll-Fled Tlm6(§) 2:1 2,0 2,0 ; 2,1 2,01 2.0 2,1 Lost Time Adjust(s) 0,0 0,0 0.0 Total lost Thee(s) 515 816 618 Lead/Lag Lag Lag Lead Lag Lead Lead-Log Optimize? Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max None None Act Effct Or n,(s) �24,1 11,,5 71.Q 71,0 Actuated gfC Ratio 0.23 0,11 0,68 0.68 V16 Ratio 0,19 " !0,73 0;52 , 0,03 1,1 Control Delay 29,8 51,5 10.7 1,8 Queue Delay 0,0 0,0 '0,0 0,0 Total Delay 293 515 107 1.8 LOS C D B A Approach Delay 29,8 51,5 10,1 Approach LOS•, C D B Cycle Length:105 Actuated Cycle Length: 105 Offset:0(A),Referenced to phase 2,SBTL and 6:,$tart of Yellow Natural Cycle:90 Control Type: 61(uated-;Caorftated Maximum v1c Ratio:0.73 Vntersection Signal Delay: 15.5, Intersection"LOS:B Intersection Capacity Utilization 51,2% ICU'Level of Service A Analysis Period(min)1 Splits and Phases: 103: US 1 NB&Burton Drive 102 102 #102 5 �*n:z R 0'2 103, #103 #103 06 R «„04 Background MD Peak Hour Synchro 11 Light Report 511 Queues 103: US 1 NB & Burton drive -- lr" "`1" '-`'`" ll�llllll,liJlIJ11J'l'll1111111>II l"��; ; �1��'ll ' �°//I„�(11/19�", 'I111>IJ11fllT'111llrlllllll�t'lll��1�� ('loll Illlflll'Jll�%�l%llilllll``!I"OIt�111111V11�J Ulu l,f" �llllr Lane Group Blow(vph) 81 166 1235 91 WO,Ratio 4.19 0.73 ;0.§? f1.08 Control Delay 29.8 51,5 10,7 U Qi�e,u 'CDelay, , , U 0.0 B,Q 0.01, Total Delay 29.8 51.5 10.7 1,8 e Lnttu' f1th4 8 1 0 Queue Length 95th(8) 83 144 315 18 Intern?l Link Gist(ft) 138 1298 1247 , Turn Ray Length(ft) 150 Base Capacity(uph) ' -726 438 ;2394 110 Starvation Cap Reductn 0 5 0 0 pt11t1ack C>�p'll�eduptn 0 01 0 t1 Storage Cap Reductn 0 0 0 0 Red6bed vlc Ratio' 0.11 0338, 0,52 0.09, "�"-' ;,'"°','�"„'�;��%loll,flo�l��111'1l////y�J`1�11�(ll�l�I I1�lJll,1�%///`/MIDI/Ii IIII//�OJJ1J'I�rllI%1°>`//�JI>�,lllllll'll`ffl`T1I��1�i'IiIV11'�il/ l IIIII�III III1Il11�J,>!>K(�Illll �f0ll l'1111"'lull" a1'1��1;`l d�'`�` �l�l 111r Background Itir"ID Peak Hour Synchro 11 Light Report 512 HCM Signalized Intersection Capacity Analysis 103: US 1 NIB & Burton Drive Lane Configurations t r Traffic Volume(vph) 4 72 0 0 82 74 5 1156 86 0 �; 0 Future Volume(vph) 4 72 0 0 82 74 5 1156 86 0 0 0 Ideal Flow(aphpl) 1900 1900 1900 "1900 1900 1900 1900 '1900 1900 1900 1900; 1900 Total Lost time(s) 5.5 5.5 6.8 6,8 Lane i,IM.FaStor, 1100 1,00 0,95 '� 1M Frt 1.00 0.94 1.00 0n85 Fit Protected 14 1,00 1;00 1M, Satd. Flow(prof) 1858 1743 3538 1583 Fit Perrnifted 0.99 1,60 1,!00 fi 100 Said. Flow(perm) 1838 1743 3538 1583 Feak'hourfacctor, PHF ; 0,94 0o94 0,94 0.94 , 094 .0,94 0.94 0.040.94 0,940,94 ,94 Adj.Flow(vph) 4 77 0 0 87 79 5 1230 91 0 0 0 MR Reduction(vph) 0 0 0 0 87 0 0 0 30 0 0 0 Lane GroupFlow(vph) 0 81 0 0 129 0 0 1235 61 0 0 0 Tura Type, Perm NA �H', Split, ; HA i' Perm Protected Phases 14 4 6 6 Perm!ikted,Phesds 14 6' Actuated Green,G(s) 22Y 11.5 70,0 70.0 ffop#ve Green',9(s) 2 .7 11,5 70,0 70a0 Actuated g/C Ratio 0.22 0,11 0,67 0.67 Clearance Tirhe(s) ;5 6:8 !, 6:8 Vehicle Extensions 1.4 2A 2,4 Lane Grp ap(yph) 397 , 190 2368 ' 105 v/s Ratio Prot c0.07 c0.35 W/s Ratio Perm'' CON 0,04 vlc Ratio OM0.68 0.52. 0.06 Unlforrn Del'ay,'d1 33.7 45.0 9.0 6.1 Progression Factor 0,93 1.00 1,00 1.00 Incremental Delray,d2 0.4 7.8 0.8 0.1 belay(s) 313 52.8 9.8 6.2 Level of Service C D A A Approach Delay(s) 31Y 52.8 9,6 0,0 Approach LOS; C A �+ HCM 2000 Control Delay 16:2 HCM ZQo0,LeV61 of drvi pe S HCM 2000 Volume to Capacity ratio 0.54 Actuated Cycle Length(s) 105,0 Su Inof lost,tire(s) Intersection Capacity Utilization 51.2% ICU Level of Service A Artalysis Period(rmin).�; 15 c Critical Lane Group Background MID Peak Hour Synchro 11 Light Report 513 HCM 6th TWSC 101: Overseas Hiohway & Camelot ©rive Int Delay,s/veh 03 Lane Configurations ,Tr4fflc,V61,,veh4' 12 0: 22 0 36, 1590, A, 981 11 Future Vol,veh/h 12 0 22 0 0 0 36 1590 0 3 981 11 (Onflicting P66,#/hr 0, 0 , 0 A, 0, 0 0 0, Sign Control Stop, Stop Stop Stop Stop Stop Free Free Free Free Free Free RT CWnellized 'None None None' Free Storage Length 0 0 125 190 165 215 Veh,!'n' Median'Stof6gb,# U '01 Grade,% 0 0 - - 0 - 0 - Peak Hour Factor 94 94 94 94 94,,' 94", 94 94, 94 94- 94', 94 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvhnt l8ldw, 13 0 23 0, 0,,, 0,', 38 '16P1,; 0 3, 1044 1 Conflicting Flow All 1972 522 2295 2817 846 1044 0 0 1691 0 0 Stage 1 1050, - "17 7""1' 67 Stage 2 922 . 528 1050 Prifical Hdwy., 4�5 4 4,5 4,5' 4 AAA 14, Critical Hdwy Stg 1 4,5 4.5 4.5 - Critical Hdwy,,,Stg 2 4,5 ',4,,5 4.5" Follow-up Hdwy 3 3 3 3 3 212 2.22 Pot Cap-I Maneuver 208, 0 829 153 92 653 '662 374 0 Stage 1 485 0 252 252 - - - 0 Stage 2 543 0 767 485 0 Platoon blocked,% Mov Cap-1 Maneuver 198 829 141 86 '658 662 374 Mov Cap-2 Maneuver 198 - 141 86 - - - Stage 1 457 . 238 238 Stage 2 512 . 739 481 H M"Oont"i D'la'�,s'' 14'8 0 0,2 C ro 'e I HCM LOS B A Capacity(veh/h) 662 196 829 8174 HCM Lane VIC Rabo 0.058 0.064 0,028 - U09 HCM Control belay(s) I Q,8, 244 OL 0 147', HCM Lane LOS B C A A B HCM 95th%tile Q(veh) 0.2 0.2 0,11 0 Background PM Peak Hour Synchro,11 Light Report 514 HCM 6th TWSC Julee Road & Overseas |ntDelay s1veh 0.2 Lane Configurations tt Future Vol,veh/h 21 U 0 0 26 9�51 Sign Control Stop Stop Free Free Free Free Storage Length O 275 Grade % B - D - - 0 Heavy Vehicles,96 2 2 2 2 2 2 Confficting Flow All 636 0 0 Stage 2 835 Critical Hd Stg 1 Follow-up Hdwy 3 222 Pot Cap-1 Maneuver 699 0 Platoon blocked,% - MovCap-2 M 699 Stage 2 699 HCMLD0 B HCM Lane VAC Ratio 0.036 - - HCM Lane LQS B - - Background PM Peak Hour Synchm11 Light Report 515 HCM 6th TWSC 105: Overseas Hm NB & Julep Road N 0 Int Delay,sIveh 0,6 Lane Configurations +T +TT+ Traffi6Vel"'vW I h 9, 15 , 0 Q 17 22 17 '0 0 Future Vol,veh/h 9 15 0 0 17 22 4 1614 17 0 0 0 006flic 06ti Pbds,'#Ihr 0 0 0 '0 0 0 0, 0, ff 0' 0 0 &gn Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free e Non'e, None N'o fi Storage Length VehIn' Median Stor'age'# A '0 '0 Grade,% 0 0 0 0 Peak Hobrfactbr 911 91 91 91 91 91 91 91 '91 91" 91 91 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow' " 10 '16 o o 19 24 4, 1774 19 '0 0 0 '44011,11641 NUNN,"(11 Conflicting Flow All 905 1801 1792 897 0 0 0 St6ge 1, 01 11 01 1702 Stage 2 905 1801 0 - Pr kca!Hdwy 4,5 4.15 4,5' '4 4,14 Critical Hdwy Stg 1 - - 4.5 - - (dfical Hdwy Stg2 4.5 4.5' Follow-up Hdwy 3 3, - - 3 3 2,22 Pot Cep-1 Maneuver 551 244 0 0 246 629 - Stage 1 - 0 0 246 - - Stage 2 551 244 0 0 Platoon blocked,%, Mov Cap-I Maneuver 499 246 629 Mov Cap-2 Maneuver 499 244 246 - Stage 1 246 - Stage 2 490 244 4 - - HCM Control Delay,s 1�8.1 HCM LOS C C Capacit y y(�rWh) 302 375 HCM Lane V/C Ratio U87 0.114 HCM Control D614 (s) 1&1 5.8 HCM Lane LOS C C HCM 95th O/otile Q(Veh) 03 01A Background PM Peak Hour Synchro 11 Light Report 516 Timings 1'06: Overseas Hwy & Ocean Blvd 1111 11J1I rill'yllllllllrllY11111111 of raj°'l� %'l'''i % % r';° ,r,,, ;Ilf ll Jl �% »`, 1l� "' ' III l° l% 'rl 1 Yilr' "I Lane Configurations E Traffi'6961umie(v'ph) 157 1 47 6 2 29 '1462 4 892 129 Future Volume(vph) 157 1 47 6 2 29 1452 4 892 129 Tun TyPp,', erm� 'NA Perm � Perm � NA pm�p# NA Perrin 'NA; �P4' , Protected Phases 4 8 5 2 6 Permitted)Phases',, 4 ; 4 8 2 0' 6 Detector Phase 4 4 4 8 8 5 2 6 6 6 wvItc Pli e Minimum Initial(s) 7.0 7.0 7.0 7.0 7.0 4.0 19,0 15.0 15.O 15�0 Mlnln urh Split(s) 25,ti 25,0 ; 25,0 25A 25,0 24,6 S�6 ; 24,8 2 .8` Total Split(s) 36.0 36.0 36.0 36.0 36.0 25.0 115.0 90,0 90.0 K0 Total Split("A); 8,81/o .3.'g6/6 23,8% "23,8% 23,8% 16,6% �7U% `59,� 6 59;6% 5"9,6% Yellow Time(s) 3.4 3.4 3.4 3.4 3.4 4.8 4,8 4,8 4.8 4.8 All-R (Time( ) 4,4 4.4 4.4 A 4,4 ZO 2,0 0 2,0 2.0 Lest Time Adjust(s) 0,0 0.0 0,0 0.0 0.0 0�0 0�0 0.0 Total Lost Time(s) '7,8 7,87:8 8"8 6,8, '6,8; Lead/Lag Lead Lag Lag Lag Lead-Lag,pptimlze? Yes `fee Yes; "Yes Recall Mode None None None None None None C-Max C-Max C-Max C-Max Aot,l ffot Green(s), 23A, 23.6 � � � 4;6,. 11Z8 11,2,8 ; 1 OZO 102;� 10Z6' Actuated g/C Ratio 016 OA6 OA6 0.75 0.75 0,68 0,68 0.68 vic Patio 001 0A7, 0.03 0;08 � 0,59 ,� ,09 "0�40 � 0,43' Control Delay 88.9 4.9 51A 6.2 10.3 11.0 12.3 13 Queue Delay ', 0,0 0.0 0;6 0,0 ; U 0.0 8:0 0.0' Total Delay 88.9 4.0 51.4 62 10.3 11.0 12.3 3.3 LOS F A D A B B B Approach Delay 69.5 61.4 10.2 11.2 Approach LOS D B + B We'ria Cycte!Length:151 Actuated Cycle Length: 151 Offset:0(0%),Referenced to phase ZNBTL and 6:S8T1,Mart of Yellow Natural Cycle:80 Control Type:Actuated-Coordinated Maximum vfc Ratio:0.81 Intersection Signal Delay:151 Intersection LOOS:B Intersection Capacity Utilization 64.6% ICU Level of Service C Analy is'Perlod(min)15 Splits and Phases: 106:Overseas Hwy&{Ocean Blvd � k" �4 ;! 1 05 `aka P 03 Background PM Peak Hour Synchro 11 Light Report 517 Queues 106: Overseas-H=& Ocean Blvd —► '\ t Lane Group Flow(vph) 170 51 8 31 1565 4 959 139 v1c Rt1t6p 0,81 0,17 0,03 0,08 0, 0 t�'0 t140 .13 Control Delay 88A 4,9 51A 6,2 10.3 11,0 12.3 3.3 Queue D l 9:0 0:0 .� 0,0 t7w 0 0 (1,0� 01) Total Delay 88A 4,9 51A 6,2 10.3 11.0 123 3.3 Queue t n in 0 (ft) 162 0 7, 7 "1 : �:�20 "°10 Queue Length 95th(ft) 247 16 23 18 437 7 287 39 iptern�al L)rik DW(ft) 187 294 ; )9 Turn Bay Length(ft) 425 160. .. 160..... .... . . ........ Basil apa6 t 4 PM� 2 0 353 .276 499 2642 ? 177 2494 1 f Starvation Cap Reductn 0 0 0 0 0 0 0 pill i ck Qap Reductn 0 0 0 0 o 0' 0 0 Storage Cap Reductn 0 0 0 0 0, 6Y 0 Q Reduced)vjc Rdtuu !0,68 0.14 10,03 0,06 0,59 0,02 0,40 ! 0,13 Background PM Peak Hour Synchro 11 Light Report 518 HCM 6th, Signalized Intersection Summary 1 Q . Overseas Hwy & Ocean Blvd N* Lane Configurations , raffle Volume(weh/h), 157 1 4�� 6 2 0 �9 1452 4 4, 89 �12 Future Volume(veh/h) 157 1 47 6 2 0 29, 1452 4 4 892 129 Initial Q(90),'veh 0 0 0 '0 0 0 0, ,0 0:� ""0 ", Ped-Bike Adj(A_pbT) 0.99 1,00 1.00 1.00 1.00 1.00 1.00 1,00 Parking Buis,A,dj 1;00 1.00 ;>1,100 :.,1,00 1,00 , ­1,00 1,00 1,06 ! ,1100,; '1"00 1100 Work Zone On Approach No No No No Adj et Flog,veh/h/ln 1870 1111870 - ,1870 ;,1'870 1'870 1870 187p 1870 1870; 1870 ;. 1870 1870 Adj Flow bate,veh/h 169 1 0 6 2 0 31 1561 4 4 959 0 Peak Hour Factor 0„93 .93 0,98, 0,93 0.9i3 0,93 0,93" 0193 0.93 0.93 0,93 ' 0,93 Percent Heavy Veh,% 2 2 2 2 2 2 2 2 2 2 2 2 Cap,.tr h/h 246 1 . 220 68 '` ' tj ;4 3 2774 7, 240 2457 Arhve On Green 0.14 0.14 0.00 0.14 0.14 0.00 0.03 0.76 0.76 0.69 0.69 0.00 at"Flow,veh/h 1409 8 1585 1269 482 0 1781 1636 9 329 3554` 1585 Grp Volume(v),veh/h 170 0 0 8 0 0 31 763 802 4 959 0 Grp Set Flcw( ),vehlhllh 1418 0 1585 1751 0 0, 1781 1777 1869; 329 .1777 .158 Q Serve(g_s),s 17A 0.0 0.0 0.0 0.0 0.0 0.7 26.9 X9 0.8 17.2 0.0 Cycle Q Die er(g-,q), 17.7 0,0 0,0 0.6 '0.0 0,0 0,7 ' 26,9 26,9 16.9, 17,2 '0,0 Prop In Lane 0.99 1,00 0.75 0.00 1.00 0.00 1,00 1.00 Lahe; rp,Cap(c),veh/h', 247' 0 -. 88 .0 0 433 1,35 '1425 `248 2457, V/C Ratio(X) 0.69 0.00 0.03 HO 0.00 0.07 0.56 0,56 0.02 0.39 Avail ap(c_0),weh/h 312 0' $57 0, ,­0 600' `1355 1425 24C1' '2457 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 Upstream Fllter(Il) ;1.00 0.08 0,00 1m 0,00 '0.00 1,00 1,08 I 1,00 1,00 0.00 Uniform Delay(d),s/veh 63.3 0.0 0.0 56.0 0.0 0.0 6,9 7.4 7A 13.2 9,9 0,0 lncr Delay(d2)` s/voh 5.1 0.0 0.6 0.0 0.0 0.0 0.1 17 1,6 0:1 0:5 0,0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0�0 0.0 H.. 0.0 0.0 0,0 0.0 0.0 %ile ackQfQ(50°/n),wehAn 6,8 0.0 0.0 '0.3 0.0 0.0 03 10,1 10.6 0A 6,8 0.0 Unsig, Movement Delay,s/veh LnG,rp Delay(d),s/veh 684 0.10 0,0 56,1 0,0 0.0 6,9 9.1 9.1 .13,3 10.3 0.0 LnGr LOS E A E A A A A. A B g Approach Vol,veh/h 170 8 1596 963 Approach Delay,s/veh 68.4 56.1 9.0 10.3 :Approach Lt7S 0 E A Phs D ratiun(G+Y+R,c)�,S 122,0 2 ,4 10,8 111,111 9.8 Change Period(Y+Rc),s 6.8 7,8 6,8 6.8 7.8 MAX Green Siptting(Pmax),s 108:2 24`2 18,2 83,2 , 28.2 Max Q Clear Time(g_c+ll),s 28.9 19.7 27 19.2 2 6 Green Fxt Time(0_c),s 15.5 0,6 0,0 7.6 0,0 (IfJ,f ;` ��%'���'��fJl �l�%Y (( �11jf11 ry11 '/ (;�ll,lrll�ll���ljf�f'���IjlJjJj�rl�jll l ��rl"�11�1iY l�fl�rf f11�,1�aYll�fl � ' 1 J `Ij�1 1111r1 HCM 6th Ctrl Delay 13.3 11 HCM 6th LCS B User approved pedestrian interval to be less than phase max green, Unsigr alined Delay for[EBR,SBR]Is excluded'ffrom' calcu'Iatiohs'of the approach delay and lntersection'delay,, Background PM Peak(Hour Synchro 11 Light Report 519 HCM 6th TWSC 201: Driveway & Overseas HwX,SB Int Delay,s/veh 0A Lane Configurations tt Traffic Vol,'vets ih, ,10 o >o 0 4 ,,gig Future Vol,veh/h 10 0 0 0 4 978 (orrflIqfihg P6ds,:#/hr,,,` , '6 0 , 0 0 'o 0;I Sign Control Stop Stop Free Free Free, Free anhelize None Nona None ne,Storage Length 0 125 - V64­jh,M6dlan 8torage,,# 0 0 0 Grade,% 0 - 0 0 Peak Hour Factor 86 86' 86 86' 86 86`1 Heavy Vehicles,% 2 2 2 2 2 2 Mvtfflow 12, 0 '0 0 5 11 1 Conflicting Flow All 579 0 0 'Stage 1 '0 Stage 2 679 - 00,601,04 4,5 = 4,14 Critical Hdwy Stg 1 - Critical Hd 'Stg,,2 4,.5 Follow-up Hdwy 3 - 2,22 Pot Cap-'I Maneuver 734 0 Stage 1 0 Stage 2 '734 0 Platoon blocked,% Mov Cap-I Maneuver 734 Mov Cap-2 Maneuver 734 Stage iage 1 Stage 2 734 HQM Coht'rof Delay,s HCM Los B ........... Papaciiy(veh/fi), HCM Lane V/C Ratio U16 HCM Co'n#'ol Delay(s) 10 HCM Lane LOS B HCM'95th%tile Q(veh) Background PM Peak Hour Synchro 1:11 Light Report 520 HCM 6th TWSC 202: Overseas Hwy NB & Drivew2j______ Int Delay,s/veh 0.1 jW#1 Lane Configurations Traffic Vol,Veh/h 10, O� 11 1691T, ' 0 0;: A,Future Vol,veh/h 10 0 0 0 0 0 31 1697 0 0 0 0 0onfil6fing Pads,#/hr ' '0 ' '0 0 0 b 0, 0 , 0 , "o, 0 0 Sign,Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free kT Chahneli2ed None None, None' Storage Length Voh In Median Storage,# '0 01 Grade, 0 - - 0 0 - - 0 Peak,Hdur Factor 92 9 2 9 92 92 '',92 92 92 ' 92 A2 92 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flo'W'" 11 9 '0 0 0 0, 341 1845 0 0 '0 0 C �!11 10till I 1;01�i:11111 1 11:11 A Conflicting Flow AJI 991 19,13 1913 923 0 0 0 Stage 1 0 0 1913 Stage 2 991 1913 01 06tical'HdlwY, 4,6 4.5 4Z 4_ 4,114, Critical Hdwy Stg 1 - - 4.5 Priticail HdWy Stg 2 4,5 4.5 Follow-up Hdwy 3 3 3 3 2.22 Pot Cap-1 Maneuver 511 220 0 0 220 617 - Stage 1 - 0 0 220 - Stage 2 511 2�20 01 01 - Platoon blocked,% Mov Cap-1 Maneuver 511 220 - 220, 617 Mov Cap-2 Maneuver 511 220 - 220, - Stage I - 220 Stage 2 511 220 HCM C o' ntr6l Delay',s'' 12,2 HCM Los B A Capacity(v6h/h) 511 HCM Lane V/C Ratio 0.021 HCMControl Delay(s) 1211 0', HCM Lane LOS 8 A HICM 95th O/oti!le Q(veh) m 01 Background PM Peak Hour Synchro 11 Light Report 521 Timings 102: Burton Drive & US 1 SIB �al lff,),. lt1 11 1ri���1�i11r , ,tt Lane Configurations tt rafrc V6lurn (wp8) 48 06 94 Future Volume(vph) 88 96 92 TurOype Piet Split NA Protected Phases 7 52 52 1 2 4 5 6 6rmltt' Phases Detector Phase 7 52 52 ih Phasa Minimum lnitial(s) 5.0 5.0 15 0 5.0 10.0 10.0 IlV9inirnum Spl�it.(s) :; � 25,8 `22,5, " 25,E ;16.8 258 Total Split(s) 30.0 30.0 K0 30.0 30,0 60,0 otal aplit,(°l�) ,(% 25° '50°r� ° ; 2 " 5 % ; , „ Yellow Time(s) 3A 3.4 4.8 3.4 4.8 4.8.. ill-Red Tinto(s) 2.1, 2A 2.0 2�1 2, WO Lost Time Adjust(s) 0.0 Total Lbst'Tims(6) 5. . Lead/Lag Lead Lag Lead Lag Lead-Lag tOptimlze? Yes Yes Yes yes Recall Mode None None C-Max None None C-Max Act�ffct'' ni(s) 13.3 944 94.4 Actuated g/C Ratio 0.11 0.79 0,79 vIc Ratio 0,51 0M 0g38 Control Delay 83.2 3.6 4.8 ? ueue,Delay 01'0 0,0 0.0 Total Delay 83.2 3.6 4.8 LOS F A A Approach Delay 83.2 4.7 Approach LOS F A r Cycle,Length: 120 Actuated Cycle Length: 120 Off4et;117.7(98%),Referenced to phase 2:SBTL'and 6:,Mark of Yellow Natural Cycle:110 Control'Type;'Aduated-Coordinated Maximum vlc Ratio:0.76 lnte ection Signal Clelay:10.8 Intersection;LM B Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period( in)16 Splits and Phases: 102: Burton Drive 8 US 1 SB 10 #102, 1r*z 5 z 103 #103 #103 r 10 1 r Background PM Peak Hour Synchro 11 Light Report 522 Queues 102: Burton Drive & US I SIB Lane Group Flown(vph) 166 109 1070 �Ic a(io, 0;51 �46 ;0,38 Control Delay 83.2 3.6 4.8 6eu6 belay a1, 0:0 U Totat Delay 83.2 3.6 4.8 Queue Lor' fi�50fh(ft) 1 16 110 Queue Length 55th(it) rn133 36 172 Igtgrr al 1.6k,Dist(It) '1 83 1166 Turn Bay Length(ft) 225 Bda apadity(+Ph) 61 1 3 765 Starvation Cap Reductn 0 0 6. plllba6k ap'ROOdbtn 0 6 0 Storage Cap Reductn g Q 5 Red4ded,vk'Ratio 0.28 OA 0,3gi rn Valurnie for 95th percentile'Ueud is rrf6ter6d by up tr ami signal, Background PM Peak Four Synchro 11 Light Report 523 HCM Signalized Intersection Capacity Analysis 102: Burton Drive & US 1 SB Lane Configurations ' Traffuc'�al!uume fvph) 88 � 0 0 0 � 96 942 Future Volume(vph) 88 0 0 0 96 942 tdeell Flaw(vphpl)' 199 1000, 1i900 1900 1,900 . 1900 Total Lost time(s) M 6.8 6.8 Lane UIn Faotdr 1,00 1 otb0 gig Frt 1,00 1.00 1 M P P�otecte 05 0,9 Satd, Flow(prot) 1770 1770 3539 FIt Permitted, , 0,95 0w96' I'M Satd.Flow(perm) 1770 1770 3539 Peak-h6uir face,,IPHF OM 0,68 0.88 0,88- 0,88 p,88 Adj. Flow(vph) 100 0 0 0 109 1070 'MR Reduction(vphi) '0 0 � 0 � 0 � 0 Lane Grou Flow(vph) 100 0 0 0 109 1070 Turn Type Prot Split NIA Protected Phases 7 52 52 Permifke'd Phases Actuated Green,G(s) 13.3 94.4 94.4 Effective,Green,g ts) 13.3 94A, :94;4 Actuated gl Ratio 0.11 0,79 0,79 le rar'ce Timm "(s) 5,5 Vehicle Extensions 1.4 Lane ro Ca'(vph) 196 139� 2784 vls Ratio Prot c01,06 0.06 c0.30 A Ratio Perm v/c Ratio 0.51 0.08 0,38 Unif6ft Delay,dl 50.3 2'9 3,9 Progression Factor 1.52 1.00 1.00 Incremental Delay,d2 ! 0.9 0.0 '0,0 Delay(s) 77�5 2.9 4.0 Level of Service E A ; A Approach Delay(s) 77.5 0�0 19 App"ro4ch LOS E A ,A HCM 2000 Control Delay 9.6 l M M 2000;Leael of$Pry ce A HCM 2000 Volume to Capacity ratio 0.43 Adtuated Cycle Langth(s) 120,0 Slum of lo$t,tiime(s) 19.) Intersection Capacity Utilization 41,2% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Background PM Pear Hour Synchro 11 Light Report 524 Timings 1 g : US 1 NB & Bur on drive - t Lane Configurations 4Tt Traffic Volume(vp�) 9 78 82' 1616 1�0 Future Volume(vph) 9 78 82 1616 130 Trurr7 Type Psi NA NA 1A Perm Protected Phases 14 4 6 1 2 5 7 Permitted Pt,ases 14 6 Detector Phase 14 1 4 4 6 6 Witch Pease Minimum Initial(s) 5,0 10.0 10.0 5.0 10.0 10.0 5.0 inimur> pllt�(s) �2 .5 5, .85.5 22�516.8 225 Total'Split(s) 30.0 60.0 60.0 30.0 60.0 30.0 30.0 Total'Split(°J°) 25.0% '50,10 1 0.,0 a 25°r�° 50� 2 % 25% `fellow Time(s) 3.4 4.8 4.8 3.4 4.8 4.8 3A All-Red Time(s) 2,1 2.0 2,0 211 2.0 2.0 2A Lost Time Adjust(s) 0.0 0.0 0.0 Total Lost Time(sy' 5,5 '6k8 Lead/Lag Lag Lag Lead Lag Lead Leed-Lag`OptimJze? 'Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max None None Act Eftct Oreen;(s) 26.0 13.3 81'.7 0 3 Actuated g/C Ratio 0.22 0A 1 0.68 0.68 We Ratio 0,25 0,76 034 0,13 Control Delay 37.7 61.8 15.6 3,8 Oueue Delay 010 0.0 0.0 0.0 Total Delay 37.7 61.8 15.6 3,8 LOS D B B A Approach Delay 37.7 61.8 14.7 Approach LOBS D E B Cycle,Length:120 Actuated Cycle Length: 120 OPffset:117.7( 8%) Referenced to phase 2: BTL'and 6:,Start of Yellow Natural Cycle:110 Control Type;Actuated-Coordinated, Maximum vic Ratio:0.76 Intersection Signal Delay:,19„3 Intersection LOPS,B , Intersection Capacity Utilization 66,7% ICU Level of Service C Analysis Perlod(min) 19 Splits and Phases: 103: US 1 NB&Burton Drive 102 #102 #102 �*U 2 T 7 103 #1031 f 1 R 4 Background PM Peak Hour Synchro 11 Light Report 525 Queues 103 US 1 NEB & Burton Drive Lane Group Flow(vph) 96 168 1783 143 v!c Ratio 10,25 9,76 0.'74 0.13 Control Delay 37.7 61.8 15.6 3,8 Queue Way, 910 9�q U 0,0 Total Delay 37.7 61,8 1U 3.8 Outeud Length'50th(ft) 62 103 424 `14 Queue Length 95th(ft) 111 171 614 42 fnioinal Link Di f(ft) 1383 1298 1247 Turn Bay Length(ft) 158 00e,4 apacN +"(V , 646 382 `2410 1 73. Starvation Cap Reductn 0 0 a 0 Spli lbi H Cap Redu ptn 9 Storage Cap Reductn a 0 0 0 Reduced vdc`Ratia 9.15 044 9:74 6,13 f i�rtifo���f�11�1���������IMIMlti l) Background PM Peak Flour Synchro 11 Light Report 526 HCM Signalized Intersection Capacity Analysis 103: US 1 NB & Burton Drive Lane Configurations TrafiPc Vraltunve(vph) 9 78 0" 0 82 71 6 1616 130 Gt � " 0 _0 Future Volume(vph) 9 78 0 0 82 71 6 1616 130 0 0 0 Idoal"F1ov'(vphpl) 19010 1900 Igloo 1 qoO '1900 19Ct0 1000 1000 .. 1900 '"; 1900 ;"1900 Total Lost time(s) 5.5 5.5 6.8 6,8 lane Util'Factor 1.p0 1.00 0.,95 1,00 Frpb,ped/bikes 1.00 1.00 1.00 ON Flpb,pedlhlk6 ; 1,0 .60 1.04 too Frt 1.00 ON 1.00 0,85 FItProtected 0.99" 1;00 M40 1.00 Satd. Flow(prat) 1853 1746 3539 1536 FItIPe(rmi#te 0,9 1,00 1, 1,00 Satd.Flow ern 1797 1746 3539 1536 Peak-hour factor, PHIF OM 0.91 0191" 01,91 0,91 , 0, 1 "0M 0,91 0.91 '"O11 0" 1, 0.91 Adj.Flaw(vph) 10 86 0 0 90 78 7 1776 143 0 0 0 RTOR Reduction(vph) 9 0 0 0 2 0 01 0 27 '0 Lane Group Flow(vph) 0 96 0 0 139 0 0 1783 116 0 0 0 cinfd.Peels.(#Ihr)' 3 Confl.Bikes #1hr 1 Turn Type Penn NA NSA Split N Perm Protected Phases 14 4 6 6 Permitted Phases 14 6 Actuated Green, G(s) 26.0 13.3 81.7 81.7 Effective Green,g(s) 26,0 13,3 81.7 61,7' Actuated g/C Ratio 0.22 0.11 0.68 0.68 Clearance Time(s) 5.6 6.8 6.8 Vehicle Extensions 1.4 2.4 2.4 Lane Grp Cap(vph) 389 193 2409 1045 v1s Ratio Prot c0M 00M v/s Ratio Perms co,05 0,08 vlc Ratio 0.25 0.72 0.74 0.11 Uniform f0elay d1 38,9 51.5 12,3 4.6 Progression Factor 0.96 1.00 1 M 1.00 Irucre'Mental Delay,d2 0.6 10:1 .( 0.2 Delay(s) 38.0 61.7 14.4 6,8 Level oT Service D E B; A Approach Delay(s) 38.0 61 7. . 13.8 0�0 Approach"LC S C E B HCM 2000 Control Delay 18:6 HCM 20Ob Level of Service B HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length(s) 1&0 Scum of last time(s) 19,1 Intersection Capacity Utilization 66.7% ICU Level of Service C Analysis Period(min) 1 c Critical Lane Group Background PM Peak Hour Synchro 11 Light Report 527 Future (2024) Total Conditions 528 HICIVI 6th TWSC 10 1: Overseas Highway & Camelot Drive ffiffiffiEffiffffiffiliff"M 21212-mij Int Delay,sIveh 0A Lane Configurations tt r ft r Traffic'Vol' veh/t ` Future Vol',vehih 6 0 29 0 0 0 23 686 0 2 1576 18 0on9icting beds,#/hr 0 0 0' ' 0 0 1 0 '0" 0- 0 "0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RTChanhefl; ed. None' 1 4 11 1 , I I I "None None' Storage Length 0 0 125 190 165 215 Veh in'Wdian'StoragO,# - 0 0 0­11111 Grade,% - 0 0 0 0 'Peak Hour Factor 94 9'4 94, 94 94 '94 94,, 94 94 94 94 94, Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt FloW 6 01, 31,,',,' 0 0 24 ,730 0 2, '1677 10 Conflicting Flow All 2094 839 1621 2459 365 16,77 0 0 730 0 0 Stage 1 1681 - '778,, 778 Stage 2 413 - 843 1681 Critical Hdw'Y" 0 '4 0 04 4,14 4.14 I I Critical Hdwy Stg 1 4.5 4.5 4.5 - - - Critical HdWy 4 2 ,5 St' 44 4,5 Follow-up Hdwy 3 3 3 3 3 2,22 2.22 Pot Cap-I Maneuver 185 0 657 288 131 928 378 870 0 Stage 1 273 0 617 617 - - - 0 Stage 2 846 0 682 V3 - - 0 Platoon blocked,% Mov Cap-1 Maneuver 176 657 261, 122 928 378 870 Mov Cap-2 Maneuver 176 261 122 - - Stage 1 256 578 578 . Stage 2 792 553 272 - HCM,C' �.666r(A Delay,s '14 ' 0 0,6, 0 HCM LOS B A Capacity,(Veh/ )' 378 11 6 661 810 HCM Lane VIC Ratio U65 U36 U47 0.002 HCM Control Delay(s) 15,2 26.2 101J 0 9,1 HCM Lane LOS C D B A A HCM 95th%fil (veh) 0.2 011 1 01 0 Future AM Peak Hour Synchro 11 Light Report 529 HCM 6th TWSC 104: Jule e Road & Overseas,-Hwy SB Int Delay,s/veh 0 I�101 I f�M IN f I�MI I I�Illf /�0(11 1/11,�Ilf 120111, Lane Configurations 5 0 '0 0, 15 1705 Future Vol,veh/h 5 0 0 0 15 1705 Qnfi in s,#14r -0 0 '0 b 0 0 11 g ' Sign Control Stop Stop Free, Free Free Free RT Chqn6e'Ilz'ed,� - None, None', � hone Storage Length 0 275, Veh 16'Medlan'stor4ge,I 0 , '0 0 Grade,% 0 - 0 - - 0 Peak Hour Factor qQ 9090 910 , 90 90 Heavy Vehicles,% 2 2 2 2 2 2 Mvirnt Flow to 0 0 � 17 1894 Conflicting Flow All 981 - 0 0 Stage 1 "0 Stage 2 981 Critical!:Hdwy 4:5 4,14, Critical Hdwy Stg 1 - - Critical Hdwy Stg 4.5 Follow-up Hdwy 3 2.22 Pot Cap-1 Mian6uver 515 0 Stage 1 - 0 Stage 2 5115 0 Platoon blocked,% Mov CaP'-I Maneuver 515 - Mov Cap-2 Maneuver 515 - Stage I Stage 2 515 HCMI,Cleritroltday,s, 121j HCM LOS B ..........I Capacity'(veh/h), 51 HCM Lane V/C Ratio 0,011 HCM Control Delay(s) 121 HCM Lane LOS HCM,95th U16 Q(veh) Q Future AM Peak Hour Synchro 11 Light Report 530 HCM 6th TWSC 105: Overseas Hwy NB & Jule Rued Int Delay,s/veh 0.5 Lane Configurations Tradc Vol,veh1h, 9 1i 0 0 '10','':10 871 iO ,0 0 0 Future Vol,veh/h 9 12 0 0 10 10 1 871 10 0 0 0 t6fl'ictirig Peds,Ohr 0 0, 0 0 0 0 1, '0 l 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free nefted None,,:','' "-''None RT'Cha'n' None, None', Storage'Length V6 In'Mqdlan Storage,# 0 0 Grade,% - 0 - - 0 0 - 0 - Peak Hour Factor 92 92 92, 92 92, 5� 92 92 92, 92, 92, 92 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt How' ' , 10 13 0 0 11 1,1 1 947, Ill' 0, `0 Conflicting Flow All 481 961 - 956 480 0 0 0 Stage 1 0 0 - 956 Stage 2 481 961 - 0 Critical Hdw'— C5 4,5 *5 4 4,14 I... I I ,, y Critical Hdwy Stg 1 4,5 - Critical Hdw' y S'tg 2 4,5 0 Follow-up Hdwy 3 3 3 3 2.22 Pot Cap-1 Maneuver 798 525 0 0 527 854 Stage 1 - - 0 0 527 - Stage 2', 798 525 0 0 Platoon blocked,% Mov Cap-1 Maneuver '776 524 526 85,3 Mov Cap-2 Maneuver 776 524 526 - Stage 1 526 Stage 2 772 524 - HCM Co'ntrol Delay,s 11.1 101 HCM Los B 6 Capacl[ty(vehth) 609 51 HCM Lane V/C Ratio 0.037 0.033 HCM Control'DIel'ay(s) 11.1 10.7 HCM Lane LOS B B HCM 05th I/oble Q(veh) 0.11 U Future AM Peak Hour Synchro 11 Light Report 531 Timi'ngis 106: Overseas Hwy & ocean Blvd Lane Configurations Traffic Volume( ONi) 51 0 , 2 ' 10 . � 39 611 7 1464 101 Future Volume(vph) 51 0 25 10 1 39 671 7 1484 101 Toth Type Perm NA Perm Perm' NA (aaru+pt NA' Farm' N ; Ferro Protected Phases 4 8 5 2 6 f'erri a1,Phads 4 4 2 6 . 6. Detector Phase 4 4 4 8 8 5 2 6 6 6 *tch'Phas Minimum Initial(s) 7.0 U 7.0 U U 4,0 19.0 15.O 15.0 15.0 lnlmp u'Split(s) 5.0 2U 25,0' 25.0 -`25;(1 24,E 5,5 4.5 4�8 24,8 Total Split(s) 25.0 25,0 25.0 25,0 2U 25.0 115.0 90.0 90.0 K0 Total Split( o) 1?,9/� 1?.9% 17,9% 17�9%, 1a. % 4 7,9�/a 8 � / `, �4. "Y 614;*, '�4;301i � Yellow Time(s) 3,4 3A 3.4 3.4 3.4 4�8 0 4.8 4.8 4,8 All-Red Tim aO . 4.4 4A '4A 4.4 4.4 2,0 AMC) 2A, Z0" '2:O Lost Time Adjust(s) 0,0 0.0 0.0 U 0.0 0.0 0.0 0.0 Total LastjIm {sj 7.8 1A 7.8 U ; r ; Lead/Lag Lead Lag Lag Lag Load-Lv d Optimize? "fps Yas Yes` Yes Reca i Mode None None None None None None C-Max C-Max C-Max C-Max Act ct Green(s) 11,E �11:6 1,6 116x7- 1 ;1, d S 104b' 1i(18.Q, Actuated g/C Ratio 0,08 0.08 0.08 033 0.84 0.77 0.77 0,77 �/d Ratio,', 0,50 OJ4 Al2 UO 0, 5, 002 0,'61,' � 0:09 Control Delay 74,8 1.4 53.9 5,0 3.3 6.7 10.8 Z2 Queue'Delay ' 0.0 0,0 U 0,0 0,0 00 0:0 0.0 Total Delay 74,8 1.4 519 U 3.3 6.7 10.8 202 LOOS ' P A D A A A 8 A Approach Delay 507 53.9 3.4 10.2 Approach LfOS; D D A S Cycle Length:140 Actuated Cycle Length: 140 Offset:0(0%),Referenced i to phase 2:NBTL and :St3TL,Start of Yellow Natural Cycle: 100 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.61 In Signal Delay:9,7= Intersection LSO :A Intersection Capacity Ubhzation 727% ICU Level of Service C Analysis Period(rnlh) 15,' Splits and Phases, 106:(Overseas Hwy&Ocean Blvd 4 03 i Future AM Peals Hour Synchro 11 Light Report 532 Queues 106: Overseas Hwy & Ocean Blvd —► "fir 4— t Lane Group Flow(vph) 57 28 14 44 758 8 1667 113 y1c Ratio 0.50 014 _'0.12 0.26 6 5 0402 ,61 ,01 Control Delay 74,8 1.4 53.9 5�0 3.3 6.7 10.8 2.2 Queue;belay 0,0 0.0 0,0 ".p,0" ;0 0.0 0.0" Total Delay 74.8 1.4 53.9 5.0 3.3 61 10.8 2.2 iue Length 60th(ft) 61" 0 10 '6 , 71 � 2 76 6 Queue Length 95th(ft) 95 0 32 16 106 8 507 26 Internal Link'Digit(ft) 187 : 294 %; 86` 219 Turn Say Length(ft) 425 160 160 Oaso Capacity(yph)' 171 264 166 362 A82 52b ; 2729, ;1206 Starvation Cap Reductn 0 0 0 0 0 0 0 0 pillbA&Cap Roductin 0 6 6 tb 0 0 >0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced vk Rato, 0.33 0,11 0,08 0.1" �;0.25 U2 0,61 "0.09 101.10, Ili Future AM Peak Hour Synchro 11 Light Report 533 HCM 6th Signalized Intersection Summary 106: Overseas Hwy & Ocean Blvd Lane Configurationsi 1 raffic plurr e ve B ) 51 8 10 1 �2 30 671 4 7 1484 01, Future Volume(vehlh) 51 0 25 10 1 2 39 671 4 7 1484 101 initial ,.(Qb),weh"" 0 '0 'O 0 O; 0 0 0: 0 0 0 Ped-Bike Adi(A-pbT) 0.99 1.00 0199 0.99 1.00 1.00 1.00 1.00 06rongr86s,Adj 1,00 1,00 11'00 1u00 ' ;1,00 1.00 '1,00, 1.00 1.00 '1,00': .1,00 „ '1;50 Work Zone On Approach No No No No Adj Sa('1=l6w,veh1/h1/ln 1870 1870 1670 '1870 1870 1870� 1870 1870 187Q 1870 < 137 ' -= 1670 Adj Flow Rate,vehlh 57 0 0 11 1 2 44 754 4 8 1667 0 Peak Hour"Factor .89 OM0,89 0,89 0,89 0,89 0,8 O»89 0, 9 OW89 6.89, 6»89 Percent Heavy Veh,% 2 2 2 2 2 2 2 2 2 2 2 2 Cap,v hlfi 13 8 , 114, 12 13, 267, 3045 16 590`� 27.1,1,' Arrive On Green 0,06 0,00 0.00 O�06 0,06 0,06 0.03 0.84 0.84 0.76 0.76 0.00 Sat Flow,vehlh 1448 0 1 85' 1225 220 241 1781 3624 ' 19 706 8554= 1685 Grp Volume(v),veh/h 57 0 0 14 0 0 44 370 388 8 1667 0 Orp,Sit Flo+ (s),vehlhllrt 1448 l� 1585 1686 O 0 1781 , 1777 1867 706 171Y` 1585 Q Serve(g_s),s 4,3 0.0 0.0 0.0 0.0 0,0 0.7 5.9 5.9 0.4 29.3 0.0 Cycla 0 Oaar(g_p),s 533 0,0 0.0 10 01,0 0,0' 0.7 5�9 5.9, 0.4 291.3 ,0 Prop In Lane 1,00 1,00 0.79 0.14 1.00 0.01 1.00 1.00 One rp Cap(c),uehlh 32 0 140 0, 2 7 1493 - 1 6-, 59t1 2711 VJC Ratio(X) 0.43 0.00 0.10 0.00 0.00 0.16 0.25 0.25 0.01 0.61 Avail Cap(c-a),vah/h 226 0. 2317 0 0 448 1463 1586 5910 2711 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Fillter(l) 1,00 0,60 0,00 1,00 0,00 0.00 11,00 1.00 1.00 1'00 1.00 O,Of) Uniform Delay(d),sdveh 64.9 0.0 0.0 62.9 0.0 0.0 6.8 2.3 2.3 4.0 7.4 0,0 In r Delay(d2),alveh 2,7 0,0 O,O OA O.O 0.0 0.2 0.4 0A 6,0 1.1 O®O Initial Q Delay(0),slveh 0.0 0.0 0,0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %pile OackOfQ(50%),veh In 2.1 0.0 0.0 0,8 0,0 0,0 0.3 1,7 1»8 0,1 103 0.0 Unsig,Movement Delay,slveh LnGrp,Dalay(d),slveh 67,5 0.0 0.0 63,3 0,0 0,0 7»O 27 2.6 4.0 8:5 0,0 LnGrp LOS E A E A A A A A A A Approach Voll,vehlh 57 14 802 1675 Approach belay,slveh 67.5 63.3 2,9 8A proach LQS E E A; A' Phs C) rtlop( Y+Ic) s 1124,415,6 .%8 11 .6 15,E Change Period(1+Fto),s 6 8 7.8 6,8 6.8 7.8 Max Oren Setting(Gana, s ��08.2 ;17.2 � 18,2 83, 11.2 Max Q Clear Time(g-c+ll),s 7.9 7,3 2.7 31.3 3.0 rei66 Ext Time(p-p),s 4»6 01! 0.0 18,6 U,p HCM 6ih Ctrll Delay 8;3 HCM 6th LOS A. �� ll�/�,�//1✓ 1� r% I � Dll l , l la ,ill»l���� ��lll�l D//�`�J1t0/ll� I 0 l ll 1 II l �, l User approved pedestrian interval to be less than phase max green. Unsigr allxad(Delay for JEER„SBR)is eexcludad from calculations of the approach delay and intersection delay, Future AM Peak Hour Synchro 11 Light(deport 534 HCM 6th TWSC 201: Drive,way & Overseas H= SB W Ohl',A, Int Delay,siveh 0A Lane Configurations TraTIP',vol,Veh'/h 52, 0 0 0 46 1691 Future Vol„veh/h 52 0 0 0 46 1691 Conflicting Peds',Or 0 0 0 01, , 0 Sign Control Stop Stop Free Free Free Free :Channeliz None '00, ' 11 1 Non e None Storage Length 0 125 V6hJn Median,Storage,# '0' 0 0, Grade,% 0 0 0 'Peak Hour Factor 90 90 90 90, 90 90 Heavy Vehicles,% 2 2 2 2 2 2 Mvrnt Row 58 '0 0 51 1879, Conflicting Flow All 1042 0 0 Stage 1,' 0 Stage 2 1042 - Critical Hdwy,, 4.5 4,14 Critical Hdwy Stg 1 - Critical Hdwy'Stg 2 4Z - Follow-up Hdwy 3 2.22 PotCap-1 Maneuver 488 0 Stage 1 0 Stage'2 488 0 Platoon blocked,% Mov Cap-1 Maneuver 488 Mov Cap-2 Maneuver 488 Stage 1,' Stage 2 488 W111"Ift I a,I ME�MIAMI, HCM Control Del6Y", HCM LOS B pacity(veh/h) 486"" HCM Lane V/C Ratio 0.118 HOM Control Delay(s) 13.4 HCM Lane LOS B HCM 95th Me Q(veh) 0.4 Future AM Peak Hour Synchro 11 Light Report 535 HCM 6th TWSC 202: Overseas Hwy NB & Drivewa Int Delay,s/veh 1,3 "Whomfifffilfllil 010110 Lane Configurations 6 01 �6,, 21 831 45 0', ,Tfaft'Vol,,,Veh?h � ,`44 0, 0 46 Future Vol,veh/h 6 44 0 0 46 36 21 831 45 0 0 0 Cboflicfing Pegs,Or 0 6 0 0, 0 0 0 cl , '0 0'", 0 0 Sign Control Stop Stop stop Stop Stop Stop Free Free Free Free Free Free RT Channelized W None, Nolhe None, 7' None Storage Length 0 125 - "fah"fahin Median,Storage„ 0, 0 0,/ Grade,% 0 0 - 0 - 0 'Peak Hour Factor 91 gl 91 91 911, 91 91 91 91 91 91 91 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 M*t Flow 7 48 0 0 '51 40 23, 913 40, '0 0 0 MON,, Conflicting Flow All 528 1008 - 959 457 0 0 0 Stage 1 0 , 059 Stage 2 528 1008 0 - - Critical Hdwy 4,5 4 A 4 '414 I I Y Critical Hdwy Stg 1 - - 4 - - Critical Hd*8tg 2 4,5 4 Follow-up Hdwy 3 2 3 3 2,22 Pot Cap-I Maneuver 767 767 0 0 600 868 - Stage I - - 0 0 600 - Stage 2 767 767 0 0 - Platoon blocked,% Mov Cap I Maneuver 685 767 600, 868 Mov Cap-2 Maneuver 685 767 600 - Stage 1 600 Stage 2 670 767 - HCM Control Delay,"s 10j 10, HCM LOS B 6 Capacity(veh1h) 756 600 868 HCM Lane V/C Ratio 0.073 0.084 0,046 HCM Control Delay(s) 10.1 K6, 93 HCM Lane,LOS B B A HCM 95th I/otile,Q(veh) U 03 , 0A Future AM Peak Hour+NBR Synchro 11 Light Report 536 Timings 102- Burton drive & US 1 SB Lane Configurations " Trafflc Volu6q'(V'ph) i 131` 49 1556 (Future Volume(vph) 137 49 1558 Turn Type Plat Split . NA, Protected Phases 7 52 52 1 2 4 5 6 Permitted Phase' Detector Phase 7 2 52 witch,Phese, Minimum Initial(s) 5,0 5,0 10,0 5.0 10,0 10.0 Minlm urm,Spllt(s); �22w5 5,6 22.5 25,E 16`�, a; ` Total Split(s) 30,0 30,0 60,0 30.0 30.0 60.0 Total pilt"(%) 26,0%" 2 % 60% 25% 5'�6' �'606/6 Yellow Time(s) 3A 3,4 4.8 3A 4,8 4,8 Ali,Red Time(s) , 2,1 2,1 2,0, 2J 2,0 2,0, Lost Time Adjust(s) 0,0 Total Lost,Tirne(s) 6,5 LeaddLag Lead Lag Lead Lag (66d-Lag Optimize? Yes Yes des, '"es Recall Mode None None 6-Max None None C-Max AptBffcf Greer)(s) 17,E, �90A' 90.4 Actuated g1C Ratio 0,14 0,75 0,75 wrle Ratio 0,59 0.04 0,64 Control Delay 815 4,8 9.2 Queue Delay ,o.b a 010 Total Deiay 83,5 4,8 9,2 LOS F A 'A Approach Belay 83.5 9,0 Approach LOS F A Cycle,Length: 120 Actuated Cycle Length: 120 Qftset:117,7( 8%),Referenced,to phase 2:SBTL and 6:,Start of Yellow Natural Cycle:80 Control Type:'Actuated-Coordinated Maximum vlc Ratio:0.81 Intersection Signal'Celay:14:9 Intersection;LOS:B Intersection Capacity Utilization 60.9% ICU Level of Service B Analysis Period(min)1 Splits and Phases: 102:Burton Drive&US 1 SB 102 #102 #102 5 �2 07 103 #103 #103 a ­014 77 zs 'Emil lllwill Future AM Peak Hour Synchro 11 Light Report 537 Queues 102. Burton Drive & US 1 BB i Lane Group Flow(vph) 151 54 1712 �Ic ItLo Q.59, . '0.04, 0,64 Control Delay 83.5 4.8 9.2 deu�d Cw Lay 0,0 O:U '0.0 , Total Delay 83.5 4.8 9.2 Duque L b th Oth(fi) ; 12 9 286 Queue Length 95th(ft) 191 25 448 linter'a Link Dist(ft) 1383 1156 Turn Ray Length(ft) 225 a ,! apacity(vph) '361 1334 26§7 Starvation Cap Reductn 0 0 0 01llb6ck p Reductn 0' 0 0 Storage Cap Reductn 0 0 0 R6du'60d W6 Rain OA2 0104 5,64 ` "'' ""` " '�` " °"'''"`"/l/��!1lllJ1l,1111I11 Il�111�111�11111'1,�lll,�lll%�lll�Jlll��l111J11JIJ1111,�'1l�`�r�l rl'11111I(II Ill1l I�"�� Il��i>fr'I I�l�l�'IIIIIII 1�1,� l`�I 111111111 IJ1 I /�' �( I "�% Future AM Peak.Hour Synchro 11 Light Report 538 HGM1 Signalized Intersection Capacity Analysis 102: Burton IlDrive & US 1 SB t Lane Configurations Vii Traffic Volume(vph) 1137 '0 0 0 > 49 1000 Future Volume(vph) 137 0 0 0 49 1558 Ideal Flaw(voh pl) 1900 1%0 1900 190'0 ,� 19010 '`:19d0 Total Lost time(s) 5.5 6.8 6.8 LaieU#iL Factor �110 1,0 Q�35 Frt 1,00 1,06 1.00 Fit Protected Satd.Flow(prot) 1770 1770 3539 Fit Pe Permitted', 0, �� � `�,95 � � 1."0 Satd.Flow(perm;") 1770 1770 3539 Peak-hour factdr,'PHF 0,91 07 91 0.91 091 -,- ow91 0,91 Adj.Flow(vph) 151 0 0 0 54 1712 RT k Reduction(vph�) 0 "'0 0 o 0 p Lane GroupFlow(vph) 151 0 0 0 54" 1712 Turn Type Prot Split NA Protected Phases 7 52 52 Permitted Phases Actuated Green,G(s) 17.3 90A 90.4 Effedti'Ve Green,g(s) 17,30 0„4 . Actuated g/C Matto 0,14 0.75 0.75 learance7ime,(s) 5.5 Vehicle Extensions 1.4 Lane rp Cap(vph) 255 11333 26,66 vls Ratio Prot c0.09 0.03 c0A8 vls Ratio Perm We Ratio 0.59 0.04 0�64 Uniform Delay,d1 48.0 3.8 7,1 i Progression Factor 1,59 1.00 1.00 Incremental Delay,d2 2.2 0.0 A Delay(s) 7&6 3.8 7.5 Level of Service E A , A Approach Delay(s) 78.6 0.0 7.4 Approach.LC ; E A <:A, HCM 2000 Control Delay 13.0 HCM 2000'Level of Service 13 HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length(s) 1&0 Sum of lost time(s) 19,1 Intersection Capacity Utilization 60.9% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group Future AM Peak Hour Synchro 11 Light Report 539 Timings 103: US 1 NB & Burton Drive .�- t Larne Configiurations ir `traffic"Volume(vph) 4 118 707 79 Future Volume(vph) 2 43 118 797 79 T6rn Type Perm' NA 'NA; N� Perm Protected Phases 14 4 6 1 2 5 7 Perml(ked Phases 14 6 Detector Phase 14 14 4 6 6 Minimum lnitial(s) 5.0 %0 10,0 5.0 10.0 10.0 5.0 dinimum'Split I(s) 25; 25.E 244 22 16,E " ; 15 Total Split(s) 30.0 60,0 60.0 30.0 60.0 30.0 30.0 tatl Split N, 25,0' o"o%, 50.0% 5% '506/6 25%6 r 5%� Yellow Time(s) 3.4 4.8 4.'6 3A 4.8 4.8 3:4 I-Rod Time,(s), 2.1'` 220 2,0 2.1 2ff ; ';,2.0 2A Lost Time Adjust(s) 0.0 0.0 0,0 To'tall Lost,Time(s) 5,5 ,6.8 6;3 Lead/Lag Lag Lag Lead Lag Lead Lead-Lag Optimize?, Y6s Yes ; ,Yes Y16 , Yes Recall Mode None C-Max C-Max None C-Max None None Act'Bf(ct Green O 29.8 11 3, 810a4 8004 Actuated g/C Ratio 0.25 0.14 0�67 0.67 vOc Ratio 0.11 0,811 0,36 0,08 �- Control Delay 337 64.1 10.3 2.3 Queue Delay 0,0 0.0 04 0.0 Total Delay 33.7 64.1 10.3 23 LOS C P B Approach Delay 33.7 64.1 R6 Approach LOS' C E A. �' � � /�%��1�y000/�%//////%����%//�%I/%/��ll!%l��l>rlll�%�l>r!�11��1.111��//l�l/%f���/I%�la��//��II�JJ�III,�IIIIUIIII�lll1110111111111111111 Illllll'lr�ll�'1111�1r1�1 lJr�11�1II1 !Cycle Length.120 Actuated Cycle Length: 120 Offset.117.7( 81/16),Referenced to phase 2:SBTL and 6;,start of Yellow Natural Cycle:80 !Control Type:'Actuated-Coordinated Maximum v/c Ratio,0.81 intersection Signal Delay:20.7 - intersection LOS:C Intersection Capacity Utilization 44,1%o ICU Level of Service A Analysis Period(mirn) 1 Splits and Phases 103:US 1 NB&Burton Drive 102 #102 #1012 J 5 2 4 07 103 #103 #103 ! 1 G t , 4 Future AM Pear Hour Synchro 11 Light Report 540 Queues 103: US 1 NB & Burton Drive —►. 4— ,,'f° Lane Group Flaw(vph) 48 223 849 84 plc Ratio 0,11 0s81 ,38 0,08 Control Delay 33.7 64.1 10,3 2.3 06eue'Delay 0.0 010 0,0 0,0 Total Delay 33.7 64.1 103 2.3 Queue Length 50th(ft) 30 148 W� 0 Queue Length 95th(ft) 64 222 221 21 Iht r6a Llnk b t(ft) 1383 1298, 1241 Turn Say Length(ft) 150 Base atsapitj(r 1ph) 705 380 23,71 106!0 Starvation Cap Reductn 0 0 0 0 $ illbac' Qa, eductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced u)c Ratio 0,07 0.59 .36 0,08 `°,"° ", ' �° '��,�',""�l%ll/lilll��1!JJJf111111111)JJJJJJJIIIIItltllllllill��y��1111;;r1111'1l J�ll�lDllllll�rlllll(r l>(O�Ji�ll 11111!�l � "'1"I11J�J l�'1 yl J)Ill(111�11`J111���;'�`I>l� I �1���r' %�1��tll'I I�1111111 Future AM Peak Hour Synchro 11 Light Report 541 HICIVI Signalized Intersection Capacity Analysis 103: US 1 NB & Burton Drive 1 Lane Configurations Traffic Volume'(vph) 2 0 0 0 11:8 91- 1, 797, 79 '01 0 0 Future Volume(vph) 2 43 0 0 118 91 1 797 79 01 0 0 Ideal Flow,(vphpl) 1900 1 gb,b 1900 1900, 1900 1900 19001, 1 1900 1900 '1900 '1906 '1900 Total Lost time(s) 5,5 5,5 6.8 6.8 'Lane Util.,Fa'ctor' I M, I I I 1 1,0(1 , "I 1 10�'0 5" 1,100, Frpb,ped/bikes 1,00 1.00 1,00 0,97 1.1 0 1.00' i"'00 p,b,ped1lbikes 00 10, Frt 1.00 0.94 1,00 0,85 FIt Protected 140 1.100 1100, 1,00` Satd. Flow(prat) 1859 1753 3539 1543 'It Permifted 0;99 1.00 1,00 1,00 Satd1, Flow(perm) 1844 1753 3539 1543 Peak'-hour,factor,PHF 0,94 OM 0,94 0.94 0.94 404 0,94 6,94 0,",94 '0.44; `0,94 A94 Adj.Flow(vph) 2 46 0 0 126 97 1 848 84 0 0 0 TR Reduction(vph) 0 0 0 0 26 0 01, 0 28 0 0 0 Lane Group,Flow(vph) 0 48 0 0 198 0 0 849 56 0 0 0 Cohfl.Peds.(#/hr) 11 Confl.Bikes(#/hr) 2 4 T*Type, Perm NA NA, Split NA Perm Protected Phases 14 4 6 6 Permitted Phase's 14 6 Actuated Green,G(s) 28.4 17.3 79.3 79.3 lEffective Green,g(s,) 28.4 17.3 7,9,3 79'.13 Actuated g/C Ratio 0.24 ON 0.66 0,66 ,Clearance Time(s) 5,5 &8 6.8 Vehicle Extensions 1A 2.4 2.4 Lane, 3,Grp Pap(vph) 436 252 2338 1019 v/s Ratio Prot cOA1 co"24 y1s Ratio Perm c().O 3 0,04 v/c Ratio 0.11 0.79 0.36 0.05 Uniform Delay,dl 35,9 49.6 9.1 Progression Factor 1.02 1,00 1.00 1.00 tri6reme'ritall Delay,d2 0.9 13.8 '0,4 01,1, Delay(s) 36.7 63.4 9.5 7.3 Level of Service D E A A Approach Delay(s) 367 63.4 9.3 0,0 Approach LOS D E A' OW-0 2, M, HOM 000'C'o'ntrol Delay, 20A HCM 2000 Level of'86rvice C, HCM 2000 Volume to Capacity ratio 0,43 Actuated Cycle Length(s) 120.0 Sum of lost time '19A Intersection Capacity Utilization 44.1% ICU Level of Service A Analysis Period(min) '15 c Critical Lane Group Future AM Peak Hour Synchro 11 Light Report 542 HCM 6th TWSC 101: Overseas Hi2hway & Camelot Drive Int Delay,sIveh 0.5 Lane Configurations tt r tt Ttaffjc Vol,,v6hIh 13 01 49 0 0 1— '36, 1146 21 1,36lq, 9 Future Vol,veh/h 13 0 49 0 0 1 36 1146 2 2 1380 9 �onfllcfi O ng Beds, r 01, 0 0' 0 0 0 A 01 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT,Qlhqnne!i'zedl None None None, free' Storage Length 0 - 0 125 190 165 215 V6h in Median Storage, 0 0 7 Grade,% 0 0 - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 9�3' 91� 93; _93 Heavy Vehicles,% 2 2 2 '2 2 2 2 2 2 2 2 Mvrnt Flow 14 0 53 0, 0 , 1 39 1232 2 14841,,, 1','10 .............. Conflicting Flow All 2182 742 2056 2798 616 1484 0 0 1234 0 0 stage 1 1488 - 131'0 1310', Stage 2 694 - 746 1488 Prifical Hdwy 4,,5 4 4;5 4.5 ' 4 4,14 A14 7' Critical Hdwy Stg 1 4.5 4�5 4.5 - Oidtical Hdwy Stg 2 4.5 4,5 0 Follow-up Hdwy 3 - 3 3 3 3 2.22 2.22 Pot Cap'-I Maneuver 170 0 706 '192 94 774 449 560 0 Stage 1 326 0 - 383 383 0 Stage 2 664 0 . 634 326 - - 0 Platoon blocked,% Mov Cap-1 Maneuver 158 - 706 166 85 774 449 560 Mov Cap-2 Maneuver 158 - 166 85 - - Stagg 1 298 . 350 350 Stage 2 605 585 325 HCM Control Dielay,'s 714.6 6A 0, HCM LOS B A Capaclty,(velnfh) 449 1158 1106 774 560, HCM Lane V/C Ratio 0.086 0,088 0.075 U01 0.004 'HCM Control belay(s) 13.8 30 1,0,15 , U 1 1�5 HCM Lane LOS B D B A B HCM 95th O/otile Q(veh) 03 03 0,2 0 0 Future MD Peak Hour Synchro 11 Light Report 543 HCM 6th TWSC 104: Jule 2 Road & Overseas Hwy SB 9"Iff,N11191MIN MlffiffMllf Int Delay,s/veh 0.1 Lane Configurations tt Traffic,V61,'ve614, 14 0 0 0 21 '1417 Future Vol,ve,h/h 14 0 0 0 21 1427 �onfilcfing Peds,#,Ihr , 0 0 T '0 0 0 Sign Control Stop Stop Free Free Free Free kT Chan'heflze'd,' None 'None None Storage Length 0 275 V 0,ph in Median Storage, 0' 0" Grade,% 0 0 0 Peak r'k'Hour,Facto 99, 99 919 99 99 99 Heavy Vehicles,% 2 2 2 2 2 2 Wnt Flow 14' 0 it 0: 21 1441 Conflicting Flow All 763 - 0 0 Stage 1 0 Stage 2 763 Orkical,Hd WY 4.5 414 Critical Hdwy Stg I - Criti 61 H'dwy Stg 2 4.5 Follow-up Hidwy 3 2.22 Pot Cap-1,Maneuver 625 0 Stage 1 - 0 Stage 2 625 0 Platoon blocked,% Mov Cap 1,Maneuver 625 Mov Cap-2 Maneuver 625 Stage I Stage 2 625 HCM(ohtrol"Del6y,s 10,9 HCM LOS 8 Capacity(veh 625' HCM Lane VIC Ratio 0.023 - HCM Control Delay(s) 10.9 HCM Lane LOS B MCM 915th%file Q(veh) 0.1 Future MD Peak Hour Synchro 11 Light Report 544 H'CM 6th TWSC 105: Overseas HIM NB,& Jule Road Int Delay,shah 0.3 Lane Configurations Traffic Vol-veh/h 13 7 , 0 0 3 10 3, 1320, , A 0 0 Future Vol,veh/h 13 7 0 0 3 10 3 1320 4 0 0 0 pqnflictln4;'Ped's,#Ihr 0 0, 0 0 0 0 0'', " 0, '0' '0 0 '6 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free WChahitfellz6d, , - I 1 None, None 1, 1 1 one "'' "', :' None Storage Lenqt v6h in Medla'n Storage,# 0' 0 0 ''0 Grade,% 0 0 - - 0 0 Peak Hour Factor 91 91 91 �91 91 911 '91 9,1, 91' 91 qi 91, Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 14 8 0 0 3 11 3 141 4, A 0, 0 Conflicting Flow All 733 146,1 - - 1459 728 0 0 0 Stage 1 0 0 1459, Stage 2 733 1461 0 Critical HdWy�,' 0 4.5 0 4 4,14 Critical Hdwy Stg 1 - - 4,5 - - Did'fical HdWy Stj 2 4,5 4,5 Follow-up Hdwy 3 3 3 3 Z22 Pot Cap-1 Maneuver 641 334 0 0 335 713 Stage 1 - - 0 0 335 - Stage 2 641 334 0 0 Platoon blocked,% M�ov Cap,-1 Maneuver 626 334 - - 3'35 713 Mov Cap-2 Maneuver 626 334 - 335 - Stage 1 335 Stage 2 625 334 HCM Conk6l'Dehy,s 12,9 11.5 HCM LOS B B Capacity(veh/h) 479 566 HCM Lane V/C Ratio 0,046 0,025 HCM Cohtrol'Delay(s) 12,9 11,5 HCM Lane Los B B HCM 91,5th'%Ule Q(veh) 0.1 O'l Future MID Peak Hour Synchro 11 Light Report 545 Timings 106: Overseas H= & Ocean Blvd Lane Configuratroons raffffi 'i 61urpp(wp i) 183' 81 2 5 1216 '8 1221',' 71 Future Volume(vph) 183 3 61 3 2 53 1216 8 1223 171 ,Turn Tipp Perm NA Perm Perm NA prin A Perm Peam Protected Phases 4 8 5 2 6 Permiaed Phases 4 '4: 8 :2 6, 6 Detector Phase 4 4 4 8 8 5 2 6 6 6 Minimum Initial(s) 7.0 7.0 7.0 7.0 7,0 4.0 19.0 15.0 15.0 15.0 Mirlimuum 6plit'(s)' 25,t 25.0 26.4 2&V ,'25,0 24A 25,8 A N,O 24,8 Total Split(s) 25.0 25.0 25.0 25.0 25.0 25.0 75�0 50.0 50.0 50.0 Total Spilt(%) 25,0% 25,0% 5;0% 25:0% a:O% &06/6' 75„O% 50A% 66,0 Yellow Time(s) 3.4 3.4 3.4 3A 3A 4,8 4.8 4.8 4.8 4.8 All-Red Time(s) *4' 4,4 4,4 4A ,4�4, Z0 � '2�0� 2;p ZO, 2.0 Lost Time Adjust(s) 0.0 0,0 0.0 0.0 0.0 O.o 0,6 o.o Total Lostllme,(s) 7,8 7,8 7.8 16.8 "! ,8 ,6.8. 6;8 "'6.8 Leadli Lead Lag Lag Lag Lepd-Laip,0ptimizp? Yes Yes Yes Yes Recall Mode None None None Nome None None C-Max C-Max C-Max C-Max Act Effct,Green(s) 16,7 16,7 116,7 68.7 66,7 5 � 58:2, Actuated g/C Ratio 0.17 0.17 0,17 0.69 0,69 0.,58 0.58 0.58 Y/o Ratio 0189 0�18 O,Gt3 i Oa54 0,04, O;64:';' - 0.20 Control Delay 78.9 2.4 29.3 7.5 8.9 11A 167 4.5 tueue Delay 010 0.0 0;0 01.01 10,10 0.0 010 0,10 Total Delay 78.9 2.4 29.3 7.5 8.9 11.4 16,7' 4.5 LOS E A C A B B A Approach Delay 59.9 29.3 &8 15.2 Approach L08; E C A 8 rrn✓, irrl,r %i%Jv /lily/�iil// /%/ � / /�/ /i / // � %/ / �...� ,� // �l // r �/,.�,�.,�;/, �.. Cycle,Length:100 Actuated Cycle Length: 100 Offset.0(0%),Referenced to phase 2:NBTL and 6:88TL,Start of Yellow Natural Cycle:90 Control Type;Actp�atcdl-Codrdinated Maximum vlc Ratio:0.89 Intersection Signal Delaya 16,2 Intersection LOS;B Intersection Capacity Utilization 73.2% ICU Level of Service D Analyais Period(min)1 Splits and Phases: 106:Overseas Hwy 8 Ocean Blvd 02 R') -" 4 r �8 Future MD Peak Hour Synchro 11 Light Report 546 Queues 1'06: Overseas HIM & Ocean Blvd — - I ,� + Lane Croup Flow(vph) 200 66 8 57 1310 9 1315 184 wdc Ratio 0.89 0,18 0,08 0.23 i�;, 4 0.04' 01,64 A 0 Control Delay 78,9 2.4 29.3 7.5 8.9 11.4 16.7 4,5 ueune p�elay 0,0 0,0 0.0 04 0,0 0:0 0.0 Total Delay 78,9 2.4 29.3 7.5 8.9 11.4 16.7 4.5 Queue Length 50th(ft) 125 0 3 -11 196, 2 95 16 Queue Length 95th,(ft) #253 8 16 23 245 11 „381 49 Internal Link,Dist(ft) 187 ! 294 486 Turn Bay Length(ft) 425 160 160 Pae'Capaoity(yph) 232 368 266 436 2431 224 , 2059 938 Starvation Cap Reductn 0 0 0 0 0 0 0 0 pillb u k Cad Reductn 0 0 0 u, 0 "0'' , 0 ; 0- Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced Y/6 Rakia '0.86 ° 018 0:03 0,13 0,54 0,04 0.64 0.20 t, , ,,,, Ill(I1111J111l`"�llll%�/lllrl111�%ill ,jlf`IyJ �' r lllill'J1�71,�1r 11"l %,l� � lI`1 11'111ffMIN�/�Il MEM&M 95th percentile volldnne exceeds capacity,queue r o b6 hanger, Queue shown is mammum after two cycles, Future MID Peak Hour Synchro 11 Light Report 547 HCM 6th Signalized Intersection Summary 106: Overseas Hwy & Ocean Blvd Lane Configurations ' )`r fflc; "plume(V'04i), 183 61 ; 3 2 3 ,53 1216 2 8 12,2 171 Future Volume(veh/h) 183 3 61 3 2 3 53 1216 2 8 1223 171 lnitialOdQS),vah �� 0, 0 0 0 0 0 a0 00 Ped-Bike Adj(kpbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Psirk(n a ,,Adj' 1.00, 1.00 1,00, 1,00 1:00 1.0O 1.00 "1,00 ' 1,00 � 1�.00 1A ' 1,Op Work Zone On Approach No No No No )$$at Flaw,V6h 1 t 1870 ,1870 1870 1870 1,870 1870 1870" 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 197 3 0 3 2 3 57 1308 2 9 1315 0 P'eak'Hour Factor 0.93 0.931 U 0;9 , 0.93 0.93 0.931 , 0V 0,93 ' 0,93 :0.93 „0,93 Percent Heavy Veh,% 2 2 2 2 2 2 2 2 2 2 2 2 dap,vah/h 2 4 3 134, 92 ''1106 288 265 4 292' , 2088; Arrive On Green 0.16 0,16 0.00 0,16 0,16 0,16 0,04 0.70 070 0�59 0.59 0.00 Sat 96w,veO; 1404, 21 ' 1585' 04, 681 669 1781 ' 641 6 '420 3554. 1585 Grp Volume(v),veh/h 200 0 0 8 0 0 57 638 672 9 1315 0 Orp'Safflow(s),veh/h/ln 1425 0 1586 1784 0 0 1781 1777 1869 i 420 1777; 1585 Q Serve(g-s),s 13.3 0.0 0.0 0.0 0�0 0.0 1 17.1 17A 1.0 24.2 0.0 Cycle,0 Clear(g-.c);s 13.7 0.0 0,0 04 0,0 0,0 .1.2 17„1 17,1 7,3 Nl 0,0 Prop In Lane 0.98 1.00 0.37 0�.37 1.00 0.00 1,00 1.p0 Lan ! n p Csp(c),veh/h 97,, 0 332 0 , 0, ;; 1 258 12316 3pp 192= ',,2088 V/C Ratio(X) 0.67 0.00 0.02 0.00 0.00 0.20 0,52 0.52 0.03 0,63 Malltap(c�a) veh/h 316 0: ' 53 'A 0 0 540 1�36 1300,; 292, °"2 88 HCM Platoon Ratio 1.00 1,00 1.00 1,60 1a 1.00 1.60 1,00 1.00 1.00 1,00 1.00 (Upstream F91tar(lI) "1,010 10.00 0,00 � 1,00 0.00 0,00 1„00 1;00 1,00 ; 1.00, 1a � o Uniform Delay(d),s/veh 41.1 0.0 0.0 35.6 0.0 0.0 10.4 7.2 7.2 11.5 13,5 0.0 Incr Delay(d2) s/veh 5.5 0.0 0.0 0,0 0.0 0.0 0,2 1.5 1,5 6,2 1.5 0.0 Initial C Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackCfQ(50%),veh/1n 5.2 0.0 0,0 0.2 0.0 0,0 04 6,1 6A 0.1 9A 010 Unsig.Movement Delay,slveh Ln rp Dday(dl),s/veh 46 0.0 0 0 35.6 0.0 0.0 10.6 83 8.7 111 1&0 0.0 LnGrp LCS D A D A A B A A B B praaoh Vol,veh/h 200 8 1367 1324 Approach Delay,s/veh 46,6 35.6 8.8 14.9 A'prokh LOS D d B` Phs Qura6on( +Y+Rc) s 76.4 23,6 110.8 65.6' 23,6 Change Period(Y+Rc),s 6.8 7.8 6.8 6.8 7.8 Max Green Setting(Cmax),s 68:2 17;2 18,E 43.2 17.2 Max C Clear Time(9_c+11),s 19A 15.7 3.2 26.2 2A Green Ext Time(p�c)a s 10.4 0.1 `8.3 0.0 ` „"°„'' °„"l`,`'"`°" '�J'lll�lllll;r�l`J11111JJJJJJJJ9J�l,IIlll`lrlll�lJl�`��i�ll�/%��J'I JJl1J`�`l'�;�'�1�ilJl11I11Dlllllpl iPY"t lJ�i l`1I1f/111JllllllllJ'J�'Ilbl l l�llll 1�9�?IIJJIJJ'��Jlii�l��" 1 ' ,f l�l�JII II"!1 HCM 6th Ctd palmy 1463 HCM 6th LOS B User approved pedestrian interval to be less than phase max green. Unsignalized Delay for[EBR,SBRJ us'excluded from calculations of the approach delay and intersection delay. Future MD Peak Hour Synchro 11 Light Report 548 HCM 6th TWSC 201: Driveway & Overseas Hwy SB Int Delay,s/ve,h 1,8 Lane Configurations"Y" Trpff tc Ya11,',yWh 156 0 `0 01 '11135, 1416"" Future Vol,vehih 156 0 0 0 135 1416 (polpflk Pads,#Ihr 0 0" '0' ''10 ' 0' Sign Control Stop Stop Free Free Free Free RT Phe h0q,lized Nbriie, Ndhe, Storage Length 0 125 I'h Median Storage:,:#, 0 0' " '"' , 0 Grade,% 0 0 0 Pe6k,Hodr Factor 82 82 82 82 82 Heavy Vehicles,% 2 2 2 2 2 2 Mvirnt Flow 190 0' 0 0 165 1727 11 1 I I I 949 ( � 10911"M ERMINE Conflicting Flow Ali 1194 0 0 atqge 1 0 Stage 2 1194 - Critical Hdw 4.5 414"' ,y Critical Hdwy Stg 1 - CdcM Hdwy Stg 2 45 Follow-up Hdwy 3 2.22 Pot Cap-1 Maneuver 426 Stage 1 - 0 Stage 2 426 6 Platoon blocked,% Mov Caip-1 Maneuver 426 Mov Cap-2 Maneuver 426 Stage I Stage 2 426 HCM' Controf Delay,,s 20A HCM LOS C Capacity(veh/h) 426 HCM Lane V/C Ratio 0A47 HCM Control Delay(s) 20.1 HIGM Lane LOS C HCM 95th%ble 0(veh) 2�,� Future MID Peak Hour Synchro 11 Light Report 549 HCM 6th TWSC 202: Overseas H'= NB & Driveway Ant Delay,s/veh 15 Lane Configurations +Tt r T raft Vol,�eh/h' 1"�' 3 0 0 144 115, 1415 Future Vol,veh/h 11 133 0 0 144 115 19 1249 145 0 0 0 tonfildn g0,6ds,,#fhr 0' 0 ",0, 0 0, a 01,; ''o 0, Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free T Pophhe''lized Non, N666 None o' 6 n Storage Length 0 125 - �6h in'lYl6djan"Storagp, 0 Grade,% 0 0 0 0 Peak Hourf'kt& 91 91 �91 '91 91 91 91, 91 01 51 91 "'91 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 12 11�46 0 0,, 1'58 126,' , '2'1' 1373 153 0 Conflicting Flow All 808 1574 1415 687 0 0 0 Stage 1 0 I 0 1415, Stage 2 808 1574 0 Qrifical H!wY" 4,5 4 4, 4 4,14 Critical Hdwy Stg 1 - - 4 - Orltical,Hdw'$tg 2 4.5 4 y Follow-up Hdwy 3 2 3 3 2.22 Pot Cap-1 Maneuver 601 470 0 0' 424 7315 - Stage 1 - - 0 0 424 - Stage 2 601 470 0 0 Platoon blocked,% Mow Cap-1 Maneuver 353 470 424 735 Mov Cap-2 Maneuver 353 470 424 - Stage I - 424 - Stage 2 312 470 - HCM Control Delay,s 17 15.1 HCM LOS C C Capacity'(4eh/h), 458 424 735 HCM Lane VIC Ratio 0.346 0,373 0A72 HCM Control Delay(s) 11 18.5 '10,g HCM Lane Los C C B HCM 95th We Q(Yph) t5 17 0,,6 Future MID Peak Hour+NBR Synch ro 11 Light Report 550 Timings 102: Burton Drive & US 1 SIB Lane Configurations Traffic Volume(�ph) 10� 7� , 1�4� Future Volume(vph) 109 72 1343 turn Type drat SOOt NAB Protected Phases 7 52 52 1 2 4 5 6 NrmittedlPhases. Detector Phase _ . 7 _ 52 52 Such Phase: ;; Minimum Initial(s) 5,0 5.0 10�0 5,0 10.0 10.0 Minifinu`,S'IJt(s) 22.5, 5. »5" 2. ", ;5` 16»8 2 " Total Split(s) 30.0 30.0 45.0 30.0 30.0 45.0 Total split(��) � ',, 28. � 29916 43% 29�A�' 41% 4A(' Yellow Time(s) 3A 3.4 4.8 3.4 4,8 4,8 All-Red Time"(s)" 2.1 2:1 2.0" 2,1 Lest Time Adjust(s) 0,0 Total l Lest Time(s) , 5,5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes "",Yes,' Yes, , Recall Made None None C-Max None None C-Max Act Oct Cree'n,(s) 14A, 78,3 78,3 Actuated g/C Ratio 0.14 0.75 0,75 Vk Ratio " mo 0,06 ; "0.50 Control Delay 71.1 4.5 7.4 Queue Delay 0:0 0,0 0,0 Total Delay 711 4.5 7.4 LOOS E A A Approach Delay 71.1 7.3 Approach 1.0$ E A Cycle Lengft 105 Actuated Cycle Length: 105 Crffset 0(0%);Referenced to phase 2. TL and 6;,Start of Yellow Natural Cycle:90 Gorntr'ol Type:Actuated-Coordinated Maximum v/c Ratio:0,76 Intersection Signal Delo,:11,13 Intersection,LOS:B, Intersection Capacity Utifzation 53.4% ICU Level of Service A Analysis Ped6 (min)1 Splits and Phases. 102:Burton Drive&US 1 SB #102 #102 #102 #'rs �*0 167 103 #103 #103 ' 1 06 Future MD Peak dour Synchro 11 Light Report 551 Queues 102: Burton Drive & US 1 SB Lane Group Flaw(vph) 120 79 1476 y1b Rath'' ,50 O�06 0.56 Control Delay 71.1 4,5 7.4 Queue t�pl'ay'.., 010" � ob 0,0 Total Delay 71.1 4.5 7.4 OWe e length 50th(ft) ; 86, 1 " t92 Queue Length 95th(ft) 146 31 310 ntdrri )Link, ist(fk) 133 1)56 Turn Bay Length(ft) 225 8�0 ' apaci(y,(Yph) 413 1311, 2623, , Starvation Cap Reductn 0 0 0 pillbac'k Dap Reducth 0 " 0' '0 Storage Cap Reductn 0 0 0 Redudarf vlc Rader 019 U6- 0.56' Future MD Peak Hour Synchro 11 Light Report. 552 HCM Signalized Intersection Capacity Analysiis 102: Burton Drive & US 1 SB 4'` t Jl MO lf/°lJl�ll�lfl'llrllllll(�l((J�11,'�'�%/ l���lgffff ' `I'l I l'IJl1111 Lane Configurations " tt fraffid Volume ph) 109 0 0 0„ 1343 . Future Volume(vph) 109 0 0 0 72 1343 ideal F,low­(�ph0l) 1:96 10Q0 1900 19106 , 1900", '1900 Total Lost time(s) 5.5 6.8 6.8 Lane Util,Factor I.00 1,00 0o95 Frt 1.00 1.00 1.00 Fit Protected 0.,95 05: '1�00 Satd, Flow(prat) 1770 1770 3539 Plt'Permitted , Satd,Flow(perm) 1770 1770 3539 Peak-hoOir factor,PHF 0,91 0,91 0.91 0;91 0w91 0,91 Ad).Flow(vph) 120 0 0 0 79 1476 TDR Reduction(vph) ' 0 0 0 0 0 Lane Group Flow(vph) 120 0 0 0 79 1476 1 urfi Type Prat Split N A Protected Phases 7 52 52 Permitted Phases" Actuated Green,G(s) 14.4 78.3 78.3 Effective Green,g(s) !14,A 78.3 78i , Actuated g/C Ratio 0,J4 0175 0.75 Clearance Tlm&W � 5�5 Vehicle Extensions 1.4 Lane Grp Cap(vph) ` 242 1319 2639 v/s Ratio Prot c0.07 0.04 c0.42 v1s Ratio Perm vlc Ratio 0.50 0.06 0.56 Uniform Delay;d1 4`1.91 3.6 5,8 Progression Factor 1.59 1.00 1,00 incremental Delay,d2 0.5 0.0 02 Delay(s) 67.3 3.6 6.0 Level of Service E A A Approach Delay(s) 67,3 0.0 5.9 AOpr'oachLOS E, A ���1gj�� �� �p �11�J�(�IJ�rl��,"��1�����11)Ll���l'� H1,2000 Confrol'Delay 10,3 HCMI 2000 Level of�Service S , HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length(s) 105,0 Sum of last tinge(s); h 91 intersection Capacity Utilization 53.4% VCU,Level of Service A Analysis Perled.(min) 15 c Critical Lane Group Future MD Peak Hour Synchro 11 Light Report 553 Timings 103: US 1 NB & Burton Drive ,14 --r. 4- t Lane Configurations Traffic Vol4rn6(vp' ) 4 72 117 1214 , 11 Future Volume(vph) 4 72 117 1214 118 turn Type ; Perm NA NA NA Perry Protected Phases 14 4 6 1 2 5 7 Permitted Phases 1 A�, 6 Detector Phase 1 4 14 4 6 6 8,whh,phise Minimum Initial(s) 5.0 MO 10.0 5�0 10.0 10.0 5,0 inhum' Splitts. 25,5 5,8 25,8, ,'2&5 2 ,6 � �1,6.8':,,,'�22,5' Total Split(s) 30.0 45.0 45.0 X0 45.0 30.0 30.0 TOO aptit.N 26.6% 4Z9% 42.9% ; '29% 43%,,, 140, Yellow Time(s) 3A 4.8 4.8 3.4 4.8 4.8 3.4 NI-Red.Timp(a) 2.1 .0' 2,0 2.1 290 :2;0 41, Lost Time Adjust(s) 0,0 0,0 0.0 Total)Los Time(s) 5.5 .8 6:8 Lead/Lag Lag Lag Lead Lag Lead G-66d-Lagi Optimke7 Yes Yes' Yes 'Yee Recall Mode None C-Max C-Max None C-Max None None Act Effdt Gieen(a). 27.0 14.4 68,2 8; Actuated g/C Ratio 0.26 014 0.65 0.65 V108116 0.17 0.76' 0A Al2 Control Delay 27.9 55A 12.9 3.4 Oueue Delay 0.0 0,0 0.0 0.0 Total Delay 27.9 55A 12.9 3A LOS C F B A Approach Delay 27.9 55A 12.1 Approach LCS; C E B Cycle Length:10 Actuated Cycle Length: 105 Met:0(00$),Referenced to phase 2:8BTL and 6,Start of Yellow Natural Cycle:90 Con j�ype>Actuated-Coordlinated,, Maximum vlc Ratio:0.76 intersection Signal Delay:18.0 Intersection)LC .B Intersection Capacity Utilization 54.6% ICU Level of Service A Analysis Period 115 Splits and Phases: 103: US 1 NB&Burton Drive 102 #102 #102 �002 0 103 #103 103 / Future MD Peak Hour Synchro 11 Light Report 554 Queues 10 : US 1 NB & Burton Drive --- ,',` Y" ',''r r�YTG 1)I>rl�l `�l�ll`✓��%>��r' ,%/�`%" Yl;�ll°''� ;�11 !' %JII`Illll`I`I �1>111111 //l//llll°JJII I l`lllllJ �11 111Y'�i�11111��JJ1lY�I�J''111'11111�1 Yrf 1 11,YY Lane Group Flow(vph) 81 203 1296 12 We Ratio , 017 6F76 . 0,6 6 ,;0,12 Control Delay 27.9 55A 12,9 3,4 Qui u'a I9etay; 010 , 0 , 6,9 ,Q,O Total belay 27.9 55A 12.9 3 4 Quip ms Li6ngth,50th(ft), 4, 11 249 7 Queue Length 95th(ft) 83 181 371 34 Nnternal Cink'01st(fit) 1383 1298 '1247 Turn Bay Length(ft) 150 Base bpagty;(Vph) 770, 433 '2298 1062 Starvation Cap Reductn 0 0 0 0 Ppilloack Cap Reductft 0 0 0' 0 Storage Cap Reductn 0 0 0 0 Redu ed vlc R tlo I 1 0,11 0,47 , 0,56 0,12 gill �, t'�t�i � III�I�1�11111�1r1I1/�lll�llrlllllllD��Jlr�l � ill(��I11,91�I1���r�,��lYl��>Olir�l�Y�lll,�V�l�lllO011�Ill 1 rl�lll hi 11111J ,ly lrllilD1,l��illll�1111 J11 Illlllf �h,�J!Il 1r Future MD Peak Hour Synchro 11 Light Report 555 HGM, Signalized Intersection Capacity Analysis 103: US 1 NB & Burton Drive . Lane Configurations TraicVplurno(voh) 4 7 0 0 11? T4 1214, 11 0 Q Future Volume(vph) 4 72 0 0 117 74 5 1214 118 0 �0 0 (deal Flaw(4pl) 1 00 1900 1900 '�1900 1900 1900 1900 000, 1000; 1000 1900 19w 9 Total Last time(s) 5.5 5.5 6.8 6.8 (k,e tltil,Factor " 1.00 1,0 0,9 , 1;00 Frt 1.00 0.95 1.00 0.85 A Protected 1;0� Uo0 , 1.00 ;�;00 Satd. Flow(prat) 1858 1765 3539 1583 Flit Permitted 9199 Satd. Flow erm 1837 1765 3539 1583 Peak-holur factor,PHF 0,94 0.94 0.94 0.94 0,94 0,94 0.94 0�94 9.94 04:' 0,94 01.94 Adj.Flow(vph) 4 77 0 0 124 79 5 1291 126 0 0 0 RTOR Redaction(vph) 0 '0 0 0 24 0 p 0 0> . 0 ' . 0 Lane Group Flow v h 0 81 0 0 179 0 0 1296 91 0 0 0 Turn Type, Perm NA NA Split, NA ' Perri Protected Phases 14 4 6 6 Permitted Phases 14 6 Actuated Green,G(s) 25.6 14.4 67.1 67.1 tf dvo rearl, (s) 26,6 1�4.4 67A ;; '!67.1 Actuated g�C patio 0.24 .14 0.64 0.64 Cleararr lrno("s) 5.5 6.5 8 Vehicle Extensions 1A 2.4 2.4 Lane Grp Cap(vph) 447 242 2261 1011 vrs Ratio Prot c0.10 c0.37 vds Ratio Perm e0.04 0.06 v/c Ratio 0.18 0.74 0.57 0.09 Uniform Delay,d1 31.4 43,5 10.8 7.3 Progression Factor 0.94 1.00 1.00 1.00 Incremental Delay,d2 0.3 91.7 t„1 0.2" Delay(s) 30,0 53.2 11.9 7A Level of Service C D S t. A' Approach Delay(s) 30,0 53.2 11.5 0.0 ?approach,LO C a ' S ,jfj � 11I�111���1��r11�1 "0/�)111J111 I I iEl � 1� `I MEN I=iCMj 000 Control Delays 17.3' H M 2006`Lavei of Service p HCM 2000 Volume to Capacity ratio 0.59 ;actuated Cycle 1Length(s) 10510 ;� Slug of lost tfrne,(s)' lntersection Capacity Utilization 54.6% ICU Level of Service A Analysis Period(rein) 15 c Critical Lane Group Future MD Peak Hour Synchro 11 Light Report 556 HCM 6th TWSC 10 1: Overseas Hi hway & Camelot Drive 0 I'll I �,KWA, 1 0 12 ME I '10119�11fffi Int Delay,s/veh 0A If �vn Lane Configurations r 4 Tfaffid Vo,'Yqh/h',,'' 12 '0 37 :50 1634 Future Vol,veh/h 12 0 37 0 0 0 50 1634 0 3 1028, 11 (onflidtiho P6dsi Nhr ' '10 , 0 0, '',Q :0 '0 0 ''Oil Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT'ChanhOlilzed, - Norge, : None', No9P" Free: 11 1 /11 1 Storage Length 0 - 0 125 190 165 215 Veh'irii Me'dian Stdr"a'gq 10, , 10" Grade,% - 0 - 0 - - 0 - 0 - Peak Four Factor 94 94 94 94 94 94 94 94' :'94 ,:,94 94 94, Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 13 0 ' 9 0 '0 0' _53 1738', _0 3 _1094 12 Conflicting Flow All 2075 547 2397 29,44 869 1094 0 0 1738 0 0 Stage 1 1844 164 Stage 2 975 - 553 1100 Pritical'Hd ,4 4,� ' ' 6 4'5 4 4,14 "A.14 wy , 4, 11 1 " I I Critical Hdwy Stg 1 4.5 - 4,5 4.'5 - - Critical Hdwy Stg�2 45 - 4�5 Follow-up Hdwy 3 3 3 3 3 Z22 2.22 Pot Cap.1 Maneuver 189 0 81,4 139 '81 W 634 Stage 1 463 0 - 234 234 - 0 Stage 21 518 0 750 463 - 0 Platoon blocked,% Mov Cap-I'Maneuver 176 . 814 123 14 642 634 358 Mov Cap-2 Maneuver 176 - - 123 74 - SWge 1 424 214 214 Stage 2 475 708 459 HCM Control Delay, HCM LOS B A C '1334 '176 814 368' ,Cana � ' HCM Lane,V/C Ratio 0.084 0,073 0.048 - 0.009 HCM Control Delay(s) 112 '�T U 0 151 HCM Lane LOS, B D A A C HCM 95th%otle 0(v6h) 0.3 U 0.2 0 Future PM Peak Hour Synch ro 11 Light Report 557 HCM 6th TWSC 104: Julep Road & Overseas Hwy SB ff�fj�F/ Int Delay,s/veh 0.2 Lane Configurations tt Traffic Vol , V 21, 0 1 1111 Vol, '6h h io Future Vol,veh/h 21 0 0 o 1057 06i Aftdinq'P66,Whr '0 0 0 Sign Control Stop Stop Free Free Free Free RT,0, ann6liz'ed :,7 No" None 'N " " ,, ple 7 on Storage Length 0 - 275 V 6"In Me&'h Storage, Grade,% 0 0 0 Peak Hour Factor 83 83 83 83 ,83, 83 Heavy Vehicles,% 2 2 2 2 2 2 Mvm'fF16W"' �5 01 0 0 Conflicting Flow All 709 - 0 0 Stage I 0 Stage 2 709 0Kt!oaj1,,Hdwy `4 5 , 11 Critical Hdwy Stg 1 C Jfical'HdWy,Stg 2 4, Follow-up '6 Hdwy 3 2,22 Pot Cap-1 Maneuver 655 0 - Stage 1 - 0 Stage 2 655 0 Platoon blocked:,% Mov Cap®1 Maneuver 6155 Mov Cap-2 Maneuver 655 Stage 1 Stage 2 655 HCM Control Delay 6 '16.1 HCM L6s B taipadlty,(vieh/hy, 1655, HCM Lane V/C Ratio 0.039 HCM Control belay(s) 10.7 HCM Lane LOS 6 HCM g5th%file Q(veh) 01 Future PM Peak Hour Synchro 11 Light Report 558 HCIVI 6t17 TWSC 105: Overseas Hwy NB & Julep Road il W ININ I/ Int Delay,s/veh 0.7 Lane Configurations T+ Tt;affic Vol,,V0h!h,,,, 9 "19 0 0 17 26 4 1726 '17, 0'"', '0 "'o Future Vol,veh/h 9 19 0 617 26 4 1726 17 0 0 0 0drifil6fing Pbd§,Or 0 , 0 0 0 0 0 0 tt a 61 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free R n zed No�ne N 6n''e N 'ne' None t Ch'dh 'eli' q Storage Length Veh le Medl'an'Storani, ' 0, g # 0 0 '0 Grade,% - 0 0 0 0 P6 6k Hour Factor' '911, g1 91 01 91 91 91 91, 91 9t 91 9i Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 N,Vnit'FloW' 10 21 A 0 19 29 4 1807 19 0, 0, 0 Conflicting Flow Adl 966 1924 1915 958 0 0 0 Stage 1 0 Stage 2 966 1924 0 - - Priticaly,l'HdW 45 '4 5 4.,5 41 4!14 Critical Hdwy Stg I - - 4.5 - - Critical Hdwy Stg,2 4.15 4,5 Follow-up Hdwy 3 3 3 3 2.22 Pot Cap-1 Maneuver 522 217 0 0 219 601 - Stage 1 - - 0 0 219 - - Stage 2 522, 217 0 0 Platoon blocked,% Mov Capwl 'Maneuver 465 217 - 219 601 Mov Cap-2 Maneuver 46,5 217 W 219 - Stage I . 219 Stage 2 455 217 - HOM Control Delay,s 201A 16,7 HCM LOS C C 0apacity(veh/h) 262 356 HCM Lane V/C Ratio 0.117 0.133 HCM Control Delay(s) 20.6 16.,7, HCM Lane LOS C C HCM 95th%file 61(veh 0.4 U Future PM Peak Hour Synchro 11 Light Report 559 Timings 106: Overseas,,Hwy & Ocean Blvd ,-- 1 G1� 4 Lane Configurations tT+ r +oluard(vph) 166 �1 47 6 � � 19 1541 6 975' 137 Future Volume(vph) 166 1 47 6 2 29 1541 6 975 137 Tuircr Tyfie Perim NA Perth Perris NA' pm+fit "NA T"ml A Perini Protected Phases 4 8 5 2 6 Perltt „eases 4, 4 Detector Phase 4 4 4 8 8 5 2 6 6 6 avitsw phase f Minimum Initial(s) 7.0 7.0 7.0 7.0 7.0 4.0 19.0 15.0 15.0 15.0 Mi rrmurp plit(s) 5k 5.0 25,0 ;20 25:0 4,8 ' 2 . 24 2 . 4, Total Split(s) 36.0 X0 36.0 36.0 36.0 25.0 115.0 90.0 90.0 90.0 2 .8°lp 2 ,8° 2 . � ' 3.8% 3,8% '16. %, 76.2`"!q 59m6 J 9:6% ; 59.60 Yellow Time(s) 3A 3A 3A 3.4 3.4 4.8 4.8 4.8 4.8 4.8 All; ad Pirtne(s) 4A 4A 4A 4A ' AA, 2,0 2;0 Z0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 TritlhastTlm (s) 1.8 7.8 7.8 6; ;,: 6.8 6. -' Lead/Lag Lead Lag Lag Lag Lepd-Cag C7ptirnize Yes 1 `des, Y Yes Recall Mode None None None None None None C-Max C-Max C-Max C-Max 1dt ffct: ren.(s). 24'3 24,3, , 24, `1 2:q 112.1 (Q1; „; 101,9 `1C�I,. ; Actuated g/C Ratio 0.16 0.16 0.16 0.74 0.74 0,67 0.67 0,67 We alias 0,83 0.16 0,04 , 0„09 0.0, 0)04, O�44 0,14'= Control Delay 90.3 4.9 44.4 6.4 11.3 11.5 13.1 3.9 Queue belay U .0.0 0,01 090 0.0 ' ,0,0 0,,Q 0,0 Total belay 90.3 4.9 44.4 6.4 11.3 11.5 13.1 3.9 LOS F A b A B B B A Approach belay 71.3 44.4 11.2 11,9 Approach LOS, B b Cyc9e';Lengtli;151 Actuated Cycle Length: 151 Offset.0(00/6),Referenced to phase 2:NBTL and :SBTL,Start of Yellow Natural Cycle:80 Control Type:Actuated-Coordinated Maximum vlc Ratio:0,83 lntersectiah Signal Delay; 16.0, Intersectiah Lp �B Intersection Capacity Utilization 69.9% ICU Level of Service C kMysls Perio ,(min),15 f Splits and Phases: 106:Overseas Hwy&Ocean Blvd 0; 77004 7 Future PM Peak Hour Synchro 11 Light Report 560 Queues 106: Overseas, H&X& Ocean Blvd A T 'MUSLIM E 10 W11212119,a mr,"'IN 111110" 1%0 Lane Group Flow(vph) 179 51 10 31 1661 6 1048 147 9' 014, yk Ratio 110,163 0,16' 0,04' O,O A63 ON 0. Control Delay 90,3 044.4 6.4 11.3 11.5 13.1 3.9 Queue Dela U 0,0 -"0,0 AO 0L0' 00' 0,01 0;0 Total belay 90"3 4.9 44'.4 6.4 11.3 M5 13.1 19 ngo,'Queue Le50th' (ft) 7 Z 30', 2 256 114, Queue Length 95th(ft) #269 16 25 18 487 9 323 43 1jr1temp'l Link Dist(ft) 187 204 486 �115 Turn Bay Length(ft) 425 160 160 Base:Cao,kity(Vlph) 250 '853 278 1464, , 2�626 1510, 2387 1059' Starvation Cap Reductn 0 0 01 0 0 0 0 0 Spillback Caip:ReoWn 0 0 0 0 '0 0 0 01 Storage Cap Red:uctn 0 0 0 0 0 0 0 0 Reduced Y16 R6fio 012 014, ON , 0.07 0,63 U4 044 014, # 95th,parceritiW volume exceeds capacity,queuera'ay be longer. Queue shown is maximum after two cycles. Future PM Peak Hour Synchro 11 Light Report 561 HCM 6th Signalized Intersection Summary 106: Overseas Hwy & Ocean Blvd ,, ,,, " Il;`ll'f111�1I1��Il�/MINIMA %hill 31111 llll ` Lane Configurations 4 ' Traffi Volume(yeh1h) 166 1 47 6 2 2 29 1541 ' 4 6 976 < 137 Future Volume(veh/h) 166 1 47 6 2 2 29 1541 4 6 975 137 initial Q( l"Wh" 0 4 0 0 0 0 0" 0 0 Ped-Bike Adj(kpbT) 0.99 1.00 1.00 0 99 1.00 1,00 1 00 1.00 'Parking Bus�Aoj, 1.00 1100 1,Ot1" 1.Oo 1.00 1,00" 1,00 .00 + 1;00 1.00 1„40 1,00' Work Zone On Approach No No No No j Bat Flou;Veh/h/in 1670 1870 .1870 1870 1870 1870 1810 1870 `18710 -1870 1870 1870 Adj Flow mate,vehth 178 1 0 6 2 2 31 1657 4 6 1048 0 Peak Hour Factor Li 93 0,93 0»9 6;9 0,93 0.93 1.93 ,t),93 0,93 0,9 0.93 0,93 Percent Heavy Veh,% 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehdh 253 183 61" 52, 393 2?54 7 214"" 2437 Arrive On Green OA5 0.15 0�00 0.15 0,15 0.15 0.03 0,76 0.76 0,69 0.69 0.00 BatFIowavehh 1410 8 585 994 419 353 1781 3687 S 300 3554' „ 1885 Grp Volume(v),vehlh 179 0 0 10 0 0 31 809 852 6 1048 0 Orp Sit lew(s),veh/hAh 1418 0 '1585 1765 0 0 1781 1777 1�1869 300 1777 1585 Q Serve(g_s)„s 17.9 0.0 0.0 0,0 0.0 0.0 0.7 30.6 30.7 1.4 19.8 0.0 Cycle Q Clear(gA,s 18,6 O,O 0,0 67 0,6 0.0 0,7 30.6 30,7 ; 21,2 19A; 0 Prop In Lane 0.99 1.00 0.60 0.20 1.00 0.00 1.00 1.00 L he Grp Cep(c),vpplh 254 0 206 0 O 30 1346 1445 214> 2437 V/C Ratio(X) 0.70 0.00 0,03 0.00 0,00 0.08 0.60 0B0 0,03 OA3 Avail Dap(c a)i ueh/h 312 0 358' 0 0 f�1 13416 , 1415'"" �214 2437 HCM Platoon Ratio 1,00 1.00 1,00 1.00 1.00 1,00 1.00 1�00 1�00 1.00 1.00 1.00 Upstream F1lt6r(l) 1.00 0,00 0.00 1,00 0.00 O.t)0 1,00 1.00 1,60 9.00 1.00 00 Uniform Delay(d),s/veh 62.9 0.0 0.0 55A 0.0 0.0 7.5 81 8.2 15.3 10.6 0.0 lncr Delay(d2) s/veh 5,9 0.0 0.0 0,1 0.6 0„o 0.1 2,0 1 a9 0,2 0,6 010 Initial Q Delay(d3),slveh 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0,0 %ile BackOfQ(50%),vehlln 7;2 0.0 0.0 03 0,0 0,0 0.3 11.6 1212 0,1 7,8 0.0 Unsig.Movement Delay,slveh LnGrp Delay(d),slveh i 68,9 0.0 0,0 55.4 0,0 0,0 7.5 10.2 101 15.6' 111 0. LnGrp L{OS E A E A A A B B B 8 Approach Vol,`yphdh' 179 10 1fi 1054 Approach belay,slveh 68.9 55.4 10A 11.1 Approach LO E B �ll'AII,I�/�rr Phs Duratioh(G+`tRc),s 1Z).2 29,8 TOB 11 , " 29.8 Change Period(Y+Rc),s Max reeh`SetBng(Orok);s 108v2 29.2 18,2 8311 28.2 Max Q Clear Time(g_c+11),s 32.7 K6 2.7 23.2 2.7 Green Ext Time(P-4,s 171 0,6 O.0 8,7 0.0 HCf�6th Ctrl Delay 14.2 , HCM 6th LQS B "'°//,�111//lllJ'ilII111111f"lllllrl `y�i' r' `��1111 1111ll11r��1 Fill,MINI,1/l1I1�lrllll11111,111��1I1/�ll�lrl�lllllll;1'trll f`11�"lull `1'`lilllllJl�111��J,111 I'�1111, ,I'?llf`�l'I J User approved pedestrian interval to be less than phase max green, Unsignalized Delay for;[EBR,SBRI is excluded from calculations of the approach delay and Intersection delay, Future PM Peak Hour Synchro 11 Light Report 562 HCM 6th TWSC 201: Driveway & Overseas Hwy SB,-- Int Delay,s/veh 1.6 ofm 0,N Lane Configurations Traffid Vol,''vehlh'' 144 01, 0 Future Vol,veh/h 144 0 '0 0 123 956 Corr Pe&,,#/hr' 0 0' 0 0, 0: Sign Control Stop Stop Free Free Free Free RT Ch6nnelizOd, None None,,,,',,, ,,:-'Norib Storage Length 0 125 Veh in Medlan Storage,# 0 0 ti 0 Grade,% 0 0 0 Peak Hour Factor 86 86, 86 86 '86 Heavy Vehicles,% 2 2 '2 2 2 2 Wmt Flow 167 0 0 0 W 1112, !gg, Conflicting Flow All 842 0 0, Stage t e 1, Stage 2 842 C fitica,l HUY 4,5 04 Critical Hdiwy Stg 1 - Crit'1call Hdwy Stg 2 4,5 Follow-up Hdwy 3 - 222 Pot Cap-1 Maneuver, 583 0 Stage 1 - 0 Stage 2 583 0 Platoon blocked,% Mov Cap-1 Maneuver 583 Mov Cap-2 Maneuver 583 Stage 1 Stage 2 583 g ....... Iffill Z Iffi 01" "Mytllflil�, Wilt I a HCM CdntrO Delay,s HCM LOS B AIR4,11 mmmumm Papacity(veh1h) 583' HCM Lane V/C Ratio 0,287 HCM Control Delay i(s) 116 HCM Lane LOS B HCM 95th 0/oble Q(veh) 1,2 Future PM Peak Hour Synchro 11 Light Report 563 HCM 6th TWS,C 202: Overseas Hwy NB & Driveway WORM AIM111119012MI1911 fat Int Delay,s,/veh 4.1 Lane Configurations t Traffic Vot,'46h/h, '10, 119 Q 134 '11659, 167 '0" "0' 0' 0 Future Vol,veh/h 10 119 0 0 134 128 31 1659 157 0 0 0 C601din'g,"POds,#/hr 0 '0 0- '0 '0�;� o 0 0 6 0 0'' Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT 0,h 66belized 'Now, None, No'*';, Mhi Storage Length 0 125 V, 6h in'Mddian Storage,# 0 01" 0 0, Grade,% 0 0 0 0 Peak Hour Factor, 91 91 91 91 51 91 91 91 91, '91 91' 91 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mv'rnt Flow 11 131, 0 0 147 141 $4 1,1823 173 0 0 0 Conflicting Flow All 1053 2064 1891 912 0 0 0 011 '1801 Stage 1 Stage 2 1053 2064 0 - 0fl'fiq'al,Hdwy 4.5 4 41 4', 4.14'' Critical Hdwy Stg 1 - 4 - P!itical Hdwy Stg 2 4;5 4 Follow-up Hdwy 3 2 3 3 2.22 Pot Cap-1 Maneuver 03 305 0 0 292 622 - Stage 1 - 0 0 292 - Stage 2 483 305 0 0 - - Platoon blocked,% Mov Cap-1 Maneuver 226 305 - 292 622 Mov Cap-2 Maneuver 226 305 292 - Stage 1 2�92 Stage 2 185 305 - HCM Control' , Delay,'s,' 27 7 211 HCM LOS D C Capacity(veh/h) 97 "202 62� HCM Lane VIC Ratio 0,477' 0,504 0126 HCM Control Delay 273 29,,2 ' 12,5 HCM Lane LOS D D B HCM 95th%tile Q(veh) 2A 2.7 01.9 Future PM Peak Hour+ NBR Synchro 11 Light Report 564 Timings 102: Burton Drive & US 1 SB Lane Configurations Traffc'Volurme(vph) 1�3' 96 1064 Future Volume(vph) 123 96 1004 Turn Tyrpe trot split NA Protected Phases 7 52 52 1 2 4 5 6 Permitted Phoses Detector Phase 7 52 52 + tch Phause Minimum Initial(s) 5.0 5.0 10,0 5,0 10.0 10.0 Minimum Split(s), 2.6 25,5' " , 2.5 25,5 16,8' Total Split(s) 30.0 30,0 60.0 30,0 30.0 60.0 rr l split(�h�o) 2 .4�" 251/6 0% , 26 , 25�/s� �°/4o Yellow Time(s) 3,4 3A 4.8 314 4.8 0 Ail-Red Tlmd'O 2:1 ; 2A 2.0, 2:1 , 2.0 :0 Lost Time Adjust(s) 0.0 Total'Lost Time(s) 5,51 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes,,, Yes Yes Yes Recall Mode None None C-Max None bone C-Max Act (fct Greon,(s) V6u5 91.2 91.2 Actuated g/C Ratio 0.14 0,76 0,76 We Ratio 0,58 0.08 642 Control Delay 86,0 4.5 6.1 dueue Delay 0,0 0,0 0,0 Total Delay 86,0 4.5 6.1 LCS F A A Approach Delay 86.0 6.0 Approach LIDS F A /%%' %//1/f Cycle Length.)20 Actuated Cycle Length; 120 Offset: 117`,7( 80/6),Referenced to phase 2.SBTt and 6;,Start of Yellow Natural Cycle; 120 Control Type:Actuaated-Coordinated Maximum vlc Ratio:0.80 Intersection Signal Delay:14.1 lntersection'LGS:B' Intersection Capacity Utilization 44.8% ICU Level of Service A Analysis Period(min) 15 Splits and Phases: 102: Burton Drive&US 1 SB 102 102 #102. L11.05 �00 2UP, of T07 103 #103 103 "01 f , WEEMMEEMEMI ;,% Future PM Peak Hour Synchro 11 Light Report 565 Queues 102: Burton drive & US 1 SS Lane Group Flaw(vph) 140 109 11141 Control belay 86,0 4.5 6,1 ueue bel6j Q»o 0,0 Total Delay 86.0 4.5 6.1 ui ue L hgt Qth,(f;) 114 18 14 Queue Length 95th(ft) m175 41 215 NOW Llnk,D"t(It), 11 8 " 1156 Turn Bay Length(ft) 225 Base apecify'(yo) 351 1336 2673 . Starvation Cap Reductn 0 0 0 . apillbagk a'Fted'ucth 0 0 " 0 Storage Cap Reductn 0 0 0 Opclured V/c Ratio 0,39 0A 0,43 rri volume for 95th 0 rcent►le queue is 6terad by,upstream signal, Future PM Peak Hour Synchro 11 Light.Report 566 H M Signalized Intersection Capacity Analysis 102: Burton Drive & US 1 SB Lane Configurations Train Volumd(vph) 123 0 0 0 06 1 004 Future Volume(vph) 123 0 0 0 96 1004 Icle8l Flow(vphpl) '1900 1900 1900 '1900 1900 " 1900 Total Lost time(s) 5.5 6.8 6.8 Vane tail,Factor 1.00 1,00' 0,95 Frt 1.00 1,00 1.00 Flt Protected 0.95 " A9 10�, Satd,Flow(prot) 1770 1770 3539 FVt,Perrnittec( .95 0.95 1:00 Satd,Flow(perm) 1770 1770 3539 Pearaourfactor,PHF 0.88 0.98 0.88 ,08 9,88 '0,88' Adj.Flow(vph) 140 0 0 0 109 1141 RTtOR Reduction(vph) 01 0 0 0 0, 0 Lane Group Flow(vph) 140 0 0 0 109 1141 Turn Type, Prot Split NA Protected Phases 7 52 52 Permitted Phases Actuated Green,G(s) 16.5 91.2 912 IEtfeciGve Creed,g(s) M5 91.2 9(�2 Actuated g/C Ratio 0.14 0.76 0.76 Cliear i'ce'The(s) 5,5 Vehicle Extensions 1 A Verne tarp Cap(vph) 243 1345 2689 v/s Ratio Prot c0.08 0,06 c0.32 A Ratio Perm v1c Ratio 0,58 0.08 0.42 Uniform Delay,d1 48.5 3.7 5.1 Progression Factor 1,64 1,00 1.00 Incremental Delay,d2 1.7 0.0 0.0 Delays) 813 3.7 5,1 Level of Service F A Approach Delay(s) 81.3 0.0 5.0 Apprrrpch LG F A A INN„ HCM'2000 Control Defy 12,7 HCM 2000-Level of Service R' HCM 2000 Volume to Capacity ratio GA8 Actuated Cycle Length,;( ) 120;0 Sum of Iasi time(s) 19.1 Intersection Capacity Utilization 44.8% ICU Level of Service A Analysis Perlod(rnln) 15 c Critical Lane Group Future PM Peak Hour Synchro 11 Light.Report 567 Timings 103: US 1 NB & Burton drive t Lane Configurations �" Tr�"fic Va�(ume�vph) � 75 f'l7 1674 162 Future Volume(vph) 9 78 117 1674 162 Turn'Typ P'errh , NA I A' ,NA, 'Perm Protected Phases 1 4 4 6 1 2 5 7 Permitted Phases 14 ;6 Detector Phase 14 1 4 4 6 6 witch Pkbase; Minimum Initial(s) 5.0 10�0 10.0 5.0 10.0 10.0 5.0 Minimum S iit s �25w5 25.8 5.E 16,E 2Zl5 <; Total Split(s) 30.0 60,0 60.0 30.0 60.0 30.0 30.0 ToOli tpllfi(o 25.0%Q 50V/0 %0% 25% 6% 25%' 25%' Yellow Time(s) 3.4 4.8 4.8 3A 4.8 43 3.4 -Red Time . 2:1 ;0 ;0 2;1 2,0 2b �" 2:1 O Lost Time Adjust(s) 0.0 0.0 0.0 Total Last Time(s) 5.5' 6,8 6,8 Lead/Lag Lag Lag Lead Lag Lead Lead-Lag Optimize? y6s' Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max None Done A6t,SB'ct Green O 29,1 165, , 78.6, 78,6 Actuated g/C Ratio 0.24 0.14 0.66 0.66 trPc Ratio 0.22 039 0;80, 0;1�7 Control Delay 36,0 64.8 19.4 5.2 Queue Delay 0.0 0.0 0.0 0 0 Total Delay 36.0 64.8 19A 5.2 LOS D E B A Approach Delay 36.0 64.8 18.2 Approach LOS D B B Cycle Length: 120 Actuated Cycle Length: 120 Offset'117,7(981/1o),Referenced to phase 2:SBTL!and 6;,Start of Yellow. Natural Cycle: 120 Control Typbi;actuated-Coordinated Maximum v/c Ratio:0.80 'Intersection Sidnai Delay:23.1 Intarsec ion LOS:C Intersection Capacity Utilization 68.3% ICU Level of Service C ;A,nalysis Period(mi,n)15 Splits and Phases: 103: US 1 NB&Burton Drive #10 2 #102 #102. 5 2 R o'7 MEEMEMIMEEIREM #103 #103 #103 f ,�0 i'R w,;. Go I ,,9 EIMMEMESIMIZI-1: „i Future PM Peak Hour Synchro 11 Light Report 568 Queues 1103: UJS 1 NB & Burton drive Lane Group Row(vph) 96 207 1847 178 Wc,Ratlo' Q,4 Q,79 00, —0117 Control Delay KO 64.8 194 512 Total Delay 36.0 64,8 19A 5.2 0666e Length 56th(ft) � 2 -140 0� Queue Length 95th(ft) 112 212 723 61 Intproaf Link D)st O 1383 1298 1247 Turn Bay Length(ft) 150 Base Capacity(vph) 80 379 3116' 103 Starvation Cap Reductn 0 0 0 0 lilback Cap RgOgOn 01 0 t7 Ci Storage Cap Reductn 0 0 0 0 R6du d u/o patio 0.14 OM 0„80 4s17 Future PM Peak Hour Synchro 11 Light Report 569 HCM Signalized Intersection Capacity Analysis 103: US 1 NB & Burtern Drive .r- � � Lane Configurations ` r IcUolurne( h) 9 78 0 0" : 117 71 6 1674,; 162 0 ;"�; 0 Future Volume(vph) 9 78 0 0 117 71 6 1674 162 0 0 0 Neel Flows(vphnl) 1900 1900 1,900 1�900 1900, 190Q' 1900, ; '10,00 , A900 1g00 19010 1,900 Total Lost time(s) 5.5 5.5 6,8 6.8 Line Utll, aeker , 1, 1, f1 f}. 61. 0 Frpb,pedlbikes 1 00 1 OC) 1 M 0.97 Hob;06dlblkes;° ' 11,100 1.0 1„tt9` 1. Q Frt 1.00 0,95 1M 0.85 It Prohected 1,00 1,;9 1.q0 Saud.Flow(prot) 1853 1768 3539 1536 `if0ermltted. 10,96 1,0V 1M 1,00 Satd.Flow erm 1794 1768 3539 1536 4g-f dur'fectpr,PHF 0,91;' 0,91 0,91 0ai- .;t1al 0.91 ul, 191, ' 0 1 491 0, 1. q:91 Adj.Flow(vph) 10 86 0 0 129 78 7 1840 178 0 0 0 RTPRiReduuction(vph) ,0 ''0 0 0 20 0 0 - 0 29 0, 0,- 0 Lane Group Flow(vphi) 0 96 0 0 187 0 0 1847 149 0 0 0 aft(.IPedsn;(�rtnr) 3 Condl.Bikes Ihr 1. Turn Type„ Perna NA F1A Spyit NA Pear Protected Phases 14 4 6 6 F�arltted, haaes 14 6 Actuated Green,G(s) 291 16,5 78.5 7&5 Effie ve,Green,9(s) 29,2 16.E 7 . 78,5 Actuated gIC Ratio 0.24 0.14 0.65 0,65 Clearance Time(s) 5.5 6.8 6,8 Vehicle Extensions 1.4 2.4 2A Lane Qrp Cap(vphn) 436 243 2315 1004 vls Ratio Prot c0,11 c0.52 vls Ratio Perm e0.05 0,10 vlc Ratio 012 0.77 0.80 0.15 Uniform Delay, 1 383 49,9 15.G7 7;9 Progression Factor 1.00 1.00 1.00 1,00 Irecrerrrental Delay,d2 12,8 0 � 0.3 Delay(s) 36,6 62.7 18,0 8.3 Level of Serlda D � " E' B A Approach Belay(s) 36.6 62,7 17A 0.0 Approach Log' �� E , R ," A , HM 000 Confrol,Gelay 22,0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length(s) 120"0 Sum of lost'tirrre(s) 19.1 Intersection Capacity Utilization 68.3% ICU Level of Service C Analysis Perlolt(rrnin) 1 c Critical Lane Group Future PM Peak Hour Synchro 11 Light Report 570 Appendix K Internalization Analysis 571 APPROVED LAND USES Trip Generation Analyst: Peterson and Internal Capture Summary Date: 19-Nov-23 AM Peak Hour LAND USE A: r<,,uf ITE LU Code:0,in 6M0 E.d t.E.to ol SIZE:51 MM E55 TcW Internal ExterrW Enter 8 1 1 80 Exit ,11'1 0 55 80 Totat 136 1 135 EM.,f—E.t—M % 100% 1% 100 D—ord Vem-d Dw D and .—d 0 Bf.n"d BIMSrrerdi D--d Demand k7arnand D..wd LAND USE B: LAND USE C: N,,,,w,;i)i ITE LU Code: ITE LU Coda: Exit W External SIZE: gamand Ma,,ud omwd SIZE:W,DU To—iii Internal External E 0 1 Externaf 4— Enter c'! a 0 Enter �"I 1 0 1 8 ------------I� Exit 11 0 -0 Exit .3 125 Total 0 0 0 Total 34 1 33 25 lar fMM Exte—) % ATD—MW V/01 #UIV101 Valwwd Nand % 100% 2% 1 — _!O:/. Bit 1.External Net External Trips for Mii Development LAND USE A LAND USE 8 LAND USE C TOTAL Enter 60 0 8 88 Exit 55 1 25 80 0 33 169 INTERNAL CAPTURE Sin 2le-U e I rip Gen.EML 136 0 34 170 196 572 APPROVED LAND USES Trip Generation Analyst: Peterson and Internal Capture Summary Date: 19-Nov-23 PM Peak Hour LAND USE A: 1 r,wm ITE LU Code:t Iv WA, 8,3,9 E.1 to EzlanvaV SIZE�'1 A40,',q,mfU f4'1v1 I Total Internal External 4— Enter 1 24�� 7 241 -------------w Exit 13 233 241 Total20 474 100%EoW,fto.Et.-'d —ty. W 4% 96% 6=4 N—d D—nd Jetra�d B.W-d ftlaocsd ftiaooO Bal—d n/ 13._I Dmand Dena,W 11--d 1—M LAND USE 8� \ LAND USE C: V O¢i,hoi ITE LU Coder: ITE LU Code::U,,&2210 Exd t.EA—W SIZE: D...,,d BMan-d D"aod SIZE:B(�CAJEnt ft- 77.71—r-1r—,1.—r,7—r—E.t.rn.V EJ', 0 r; 1 Total Internal IExternal E15 4— Enter 0 1 0 1 0 Enter 1 13 1 15 ------------fr Exit 0 1 0 t 0 Exit 16-- 7 1 9 1 � --Total — a ......... Total 44 20 1 24 9 % #DIV/01 i #4 0 761! #5VU1 Vennood C3Mamrad DOM8.0 % 100% 45%.__ Exit to Not External Trips for Multi-Use D0VQIOpMe.n.t.._ I LAND USE A LAND USE B LANCY USE C TOTAL Enter' —2.41 c 15 256 Exit 1 233 0 9 242 Total 1 474 0 24 499 INTERNAL CAPTURE Single-Use Trie Gen,.. EaL 1 494 n 44 538 573 Appendix L 2021 Monroe County Level of Service and Reserve Capacity Table & Remaining Capacity Table Provided by Monroe County 574 2021 LEVEL OF SERVICE AND RESERVE CAPACITY ADJ. ADJUSTED MEDIAN 2021 2017 SEGMENT LENGTH FACILITY POSTED SPEED FOR LOS C TRAVEL LOS RESERVE MAXIMUM RESERVE 5%,ALLOCATION MAXIMUM RESERVE (MII93) TYPE Limits Average SIGNAL CRITERIA SPEED SPEED VOLUME BELOW LOS C VOLUME (mph) (mph) m h (mph) (mph) (mph) (trips) (trips) trips) 1 Stock Island(4.0-5.0) 1.10 4-LID 30135145 40.1 NIA 22.0 40.0 A 10.0 3.279 3.474 1,348 2 Boca Chica(5.0-9.0) 3.9 4-LID 45155 $4.7 NIA 50.2 59.9 A 9.7 6,265 7,876 6,071 3 Big Co id(9.0-10,5) 1.5 1 2-LIU 45155 46.3 1 NIA 41.8 1 47.5 B 5.6 1,391 1,921 1.341 4 Saddiebunch 10.5-16.5) 5.8 2-IJU 45155 53.6 NIA 49.1 63.5 B 4.3 1 4,130 6.513 4.034 5 Sugarloaf 16.5-20.6) 3.9 2-LIU 45 45.0 6.8 33.7 48.8 A 15.1 9,752 10,956 7.944 6 Cudjoe(20,5.23.0) 2.5 2-LIU 45 45.0 NIA 40.5 47.9 A 7,4 3,084 3,920 3.188 7 Summeriand 23.0-25.0) 2.2 2-11U 45 45.0 NIA 40.5 46.1 B 5.6 2,040 2,791 1,639 8 Ramrod(25.0-27.5) 2.3 2-LIU 45 45.0 NIA 4D.5 46.5 A 6.0 2,286 3,063 2,133 9 Torch(27.5-29.5) 2.1 2-LIU 45 45.0 NIA 4D.5 48.8 A 8.3 2,886 3,589 2,504 10 Big Pine(29.5-33.0) 3.4 2-L/U 45 45.0 5.9 34.6 42.7 A 8.1 4,561 5,511 1,295 11 Bahia Honda(33,0-40,0) 7.0 2-LIU(70%) 45150/55 52.4 NIA 47.9 54.8 A 6,9 7,998 10,730 %723 4-LID(30%) 12 7-Mlle Bridge(40.0-47.0 6.8 2-IJU 45155 54,4 NIA 49.9 53.2 B 3.3 3,716 6,508 3,603 13 Marathon 147.0-54,0) 7.3 2-IJU{13%) 35145 42.5 NIA 22.0 39.6 A 17.0 21.276 22,590 19,221 4-UD(87%) 14 Grass (54.0-60.5) 6.4 2-1_IU 45155 54.6 2.1 48.0 51.4 C 3.4 3,603 6,183 3,286 t5 Duck(60.5-63.0) 2.7 2-LIU 55 55.0 NIA 50.5 53.2 C 2.7 1,207 2.344 1,252 16 Lon (63.0-73.0) 9.9 2-LIU 45150155 53.4 NIA 46.9 49.9 C 1.0 1,639 5,619 2,469 17 L Matecumbe(73.0-77.5) 4.5 2-L1U 45150155 52.5 NIA 46.D 48.2 C 0.2 149 1,939 224 1S Tea Table(77.5-79.5) 2.2 2-UU 45 45.0 NIA 40.5 46.6 A 6.1 2.222 2.965 692) 19 U Matecumbe(79.5-84.0) 4.1 2-IJU 45 45,0 NIA 40.5 35.3 E S.2 (3,531) (2,187) 833 20 Windie (84.0.86,0) 1.9 2-LIU 45 45.0 NIA 40.5 39.3 D .1.2 (378) 271 167 21 P)antation(86.0.91.5) 5.8 2-UU 35145 43.0 5.9 32.6 34.7 C 2.0 1,921 3,524 3,266 22 Tavernier(91.5-99.5) 8.0 4-1.1D 45150 47.2 3.1 39.6 49.4 A 9.8 12,983 15.580 8.876 23 Key Largo(99.5-106.0) 6.8 4-LID 45 45.0 5.4 35.1 45.0 A 9.9 11,140 13,095 8.333 24 Cross(106.0.112.5) 6.2 2-L1U 45155 51.4 NIA 46.9 49.1 C 2.2 2,259 4,618 5,852 Overall 108.3 45.0 45.5 C 0.5 NIA 575 _,.,_.. ' _,,... _.__ ............ .. ..... _ _ . ...,, ...... _.____...._....____._ ,_____._...... ..._._.... .___..._. ___..a_ _ ...1G�..,l,tiAl1........ e __ ,_,... _.._............. . 576 . � 1 � ......... � ' II i , � � � l ! � II .. .......... ............... .......... .......... ........... ....... . ........ ........................... ............ 75-----------------------I ............. .......... ............... . .......... .......... ............. .................. "W" ............. .... ............. ................................ ............. .......... .......... =7 -------- ................. P4-:,P_-= .. ....... ".4111- 0IImPIIM 578 Appendix M Pxacer.ai Customer Data 579 a i r I ` Mobile Device Count Stare *Plseor.olamahlla location data(home locat8oas( i i lwnlawad Store(January M21 data.aa� 1,/2021 to-V31/20271 Mobile Device Density IP ap Proposed Store f,, 1-25 T 101-150 Coast Per Orlld Laholad. 26..50 NOW 151-200 51-100 Odl'id 5 200 580 6 f ' Islamor pda Store (V�SJ�J e Device Count w Islamorad A Store *�"meter.aulmt�bl4aWeatlmmdatml6omelocmttomm� (February � datmramgc:2r 2021 to 2/29/2021 Mobile Device Density Map Proposed Store L,,;%1-25 101.150 cant Per Grid Lanafed. 26-50 NOVA 151-20�0 51-100 =Ia200 581 i i i ll,f, I r1j� i y Mobile Device Count Store *PlacAr.almaYaYYaYacaUcm data(home Omcatlaaa}, Islamcwwada tart(March 2021) data�aa ®:�aJiJ YYxI to 3/31/2021 Mobile Device Density Map Proposed Store 1-25 fi 141-1 a(3 Per Grid Labeled. 26-5 mll5l�151-2t] + 51-100 @IIIIIiIIIiii:>200 582 III I I� G I ( M"4�Ilyi4�l G Sul,r r , ielalmueradle.Stere Atpril2021) Lobito Device Count-I5lamotadra Store *Placer..al mobile location data(home locations), data range:4/1/2021to4/30/2021 Mobile Device Density Map �'Proposed Store I-2 5 '101-150 Mobile mervles Count Per Orld Labeled. 26-5o NO 151-200 51-100 IN>200 583 r r f Ilsllamarsda Mara(May 2021) Mobile Device Count-Islam0rada Store "PleaeVA mobile location data(home locations), date range:5/1/2021 to 5/31/2021 Mobile Device Density Map �Proposed Store 1-25 `101.150 MobileDevice Count Per Orld Labeled. 26-50 '10`'4PC 151-200 51-100 INN>200 584 r � t / s y: n J �S I r i I 1 di J� r Isierarada Store(Juine 2021} Mobile Count Islaorada Store *Plncer el Mobile location data(ho me 1, dnta range;6✓1r2021 to 6✓30✓2021 Mobile Device Density Map Proposed Stare 1. 25 ?�101.-150 Mobile Device Count Per Orld Labeled. 26-50 11M 151-200 51-100 SIMI>200 585 / / I / r � r , I ,I , / 11 �I r III I ti I If , : I r i d P�°'6Wkllllll 'I I I V' I rttarada Store(July 2021) Yv1c1Ne DeV&CeCount-Islamorada Shirt' *Placer.al mobile loeation data gholmelocatlonsw, date range-7/1✓2021 to 7/31/2021 Mobile Device Density Map �Proposed Sure 1-25 1 101 150 Mobile Device Count Per Orld Labeled, 26-50 VON 151-200 51-100 SUUUVILVV'>200 586 r 'J�obile°�Cl�,'VICeCount..-�Slc'�i71�oradaStore *Rla�oor.af Mobile locationdata(home locations), ifsl�mifirmd� fioKm(August 2i121) data rangic8✓1✓xa2yto8✓3V2021 Mobile Devine Density Map Proposed Store (;!„'1-25 1 101-150 Mobito dovfoa Count Per Grid Labeled. 1.. .26-50 '1100 151,-200 51-100 WN>200 587 I�IVI 1, u uuu�V I ptl q' 0 Mobde Device Count-Isiamerada Stare -ptacer.al mobile locationdata(home 1o4 ne), Islemoratle Store(September 2q 1 data range:9/3,/2421 tog 80/2021 Mobile Device Density Map ��•Proposed Store rii%-:1-25 101-150 Mobile mice Court Per Grid Labeled. 20-50 NWA151-200 51-100 8111>200 588 W r MI + ur II I t I i 1 I I u�i uuui^�uuu�'i N I' I'V1obileDevice Count-Isla orca4�'�a.ry".,dore *Pla*w.aim,abile1*00t]anda4ta(home loostbons), ISN inn4ra��1 Store(Ciictdber � �� date range.10/1,/2021 to 10/31/2021 Mobile Device cei Density Map A 1-25 101 150 Mobea Devito Count Per Grid!Labolad. Proposed Store --26-5f7 IN 151 200 51.100 1I1111d>200 589 r r/ (�oNle De Oce Count-OSO�carnorada Store *t.�Iaceralm+ablle location data(name locations), I>slammlrada ffitaee(November021) date range;11/V2narto W30/2021 „'',1-25 =1C7�....150 Mobile Novice Count Per Grid Labeled.. Mobile Devito Density Map �"Proposed Sure 26.50 HIM 151-200 51-100 NO>200 590 r � i r rj Mobile Device Count-Islarrl0rada StoTre *placer.al mobile location date(home lacotlaae�, Is�lemereda Stage(December 2021) date range:L2/V2021 to 12 x31/2ox1 Mobile Device Density Map Proposed Store1.25 101.1.50 Mobile Devl�ce Count Per Grid Labelled. i 26-50 INI 151-200 __. 51,-10'0 1110111>200 591 i id l I I I r a � p a,r / j P Mobile Device Count-lslarnorada Store *Ptaomal mobile location data gbaare locations), Islam orada Store(January 2022) date range:1'w'alla2 to 2/31/2022 mobile Device Density Map Proposed Store ✓�1.25 101-1�50 rw obile Device Count Per Orlid Labeled, 25-5q NO 151-200 51.•100 5111111111>2'!00 592 r f� J it /ri/ J i � r Ialamorada Store(February 02 Mobile Device Gaunt-Islamorada,Store *wAaeor.aA mobile location data(hama Foaattonag, date range:2/3/2822 to 2/28/2022 Mobile Device Density Map Proposed Store "1-25 101-150 Mobile Device count Per Grid Labeled:. 20 50 (l ,151-200 51-100 ON y 200 593 I 1 I I 1 0 1 III p I %< Isi�rt�or da Store(March 2022) Mobile Device Count-lslarnorada Stare "Plateral mobile laemtion date(home l cations), data range:3/1/2022 to 3/3,1/2022 Mobile Device Density Map „i�Proposed Store 1-25 " "101-150 (Mobile Device Count Per Grid Labeled, 26-50 ON 151-200 51-100 RU>200 594 / rsa'� f �I D II� 1�i•✓ +fr IIIII i��k! t I � liri;r Islarraat ac9 Store(April 20 2) Mobile[Device Count,Isla oreda Store -Plaacacal mobile location data(home locations), data range:4✓1/2022 to 4,30/Zd22 Mobile Device Density lty map Wi�%1-25 1.01-15a Mobile[Mavl Coast Per Odd exbatad. W Proposed Scare 26.50 09 151-200 51-100 JOIN>200 595 i IIIIIII °��oi a umum ullYl(I i r� Mobile Device Count-�Sl[amorada Stare "Praper.al moblle location data(home locations), ISi 11tCiC�tiA Store(May 2Q22 Fate range.5/1d'2022to5/31/2022 Mobile Crevice Density Map ��Proposed Store i',i 1-25 1.01-150 Mobile Device 09ant Per Main labeled. 26-50 INN 151-200 51,-100 111111101111016>200 596 i i r s f 41 k iP��ail r ✓c Mobile Device Count-Islarn0rada Store *PlmrcdrAimatilllalo,cation data(home l000tlorml I�larraoratl�Store(Jane�0�2) data range:6/1/20aato6/30/2022 Mobile(Device Density Map Proposed Store 1-25 101.150 Mobile Ill Coact Per Grid Labeled. f 26.50 Bi1R 151-200 51-100 WIN>200 597 i r� �yfr r lull�.0 I '1 Mobile Device Count-Islamorada Store *Placar.al mobile location data(home locations), II�N mvradl liar (July CN ) data range:r/a/xaxa to 7/31/2022 Mobile Device Density Map ",�Proposed Stare 1-25 101-150 Mobile Device Count Per Grid Labeled. W 26-50 RRY 151-200 51.100 ANN>200 598 I I III 'i I ,y oq I 'j Mobile device Count-Islamorada Store -PlacerAl mobite location data(home locations), I�latdnor�d�5tw1 (August2022) date range:8/1/zozzto8/31/2022 Mobile Device Density Map Proposed Mare V 1-25 101-150 Mobile Device Count Per Ortd Labeled. 26-5Q NIII 151-200 '51-100 ON>200 599 i� U v r i 54 IR rdr, r„ - Mobile Device Count-Islamorada Store "PlacerAl mobile location data(home locations) Iellamorada Store(September 20,22) date range,R/l✓2022 to 9/30/2022 Mobile Device Density Map c. 1-2 5 - 101-150 Mobilo Device Cowart Par Qrld Labeled. Proposed Store 26-5U 101 151-200 51-100 Ili>200 600 i 1 I / r / r � tlllllllllllllllllll I� /�� �,i/,i'��/I i Mobile Device Count-�SNamorcada Store *Wlacaralmabtle location data(home,loeat#ods), Islam arada Store October 22) ditto range:10/1/2022 to 10✓31✓2022 Mobile Device Density Map �Proposed 5toStore1-25 101-150 Mobile Device Count Per Grid Labeled. 26-50 11 151-200 51-100 MR>200 601 u u i r' Jy, r j in 4bde Device'Count-1slandl0rada Store *�'lacer.al mobile location data(home locations), I lala�areteiat Store(�aVael7bai� � date range;21/1/2022to W30/2022 Mobile Device Density Mai 1-25 101-1 ®� �50 Mobile eAce Count Per Grid Labeled. Proposed Stare 26-50 NO 151-200 51.100 WIN>200 602 f i ' IIIII . I i %i b Mail isfarmorada More(December 2022l Mobile Device Count-Islamol Store date���■lmobile Includes data(porno locations), L.. ! ! /1J2022 to 12/31/2022 Mobile Device Density flap Proposed Store 0 l-25 101-150 eo6tto Device Carl Per Grid Labelled. 25-50 tldVl 1.a1-'200 51-100 =1>200 603 KBP CONSULTING, I MEMORANDUM To: Janene Sclafani Naresh Kotari Vivek Reddy, P.E. From: Karl Peterson, P.E. Allen Perez, P.E. Mimi Hurwitz Bart Smith, Esq. Jess Miles Goodall, Esq. Date: March 11, 2025 Subject: Mixed-Use Development—(File No. 2022-053) Truck Path Analysis Pursuant to our discussions on Friday, March 7, 2025, relative to the truck turning paths for the proposed Mixed-Use Development in Tavernier, our team has prepared the attached AutoTurn exhibits for your review. As noted during our discussions last week, Publix has indicated that the typical store will receive 25 to 30 corporate truck deliveries per week. These trucks will arrive from the north from a south Florida (i.e. Miami-Dade County and/or Broward County)Publix distribution facility (only on rare occasions will one of these trucks arrive from the south) and they will typically arrive during the early morning hours (i.e. 4:00 AM to 6:00 AM) before the store opens. As such, the number of larger delivery trucks is very small, and they will arrive and depart during times when background traffic volumes are very low. Please let us know if you have any questions or comments. S �'1'IuiIC'lu IIh�W�°:�Iiilh �.�Ill iiiliie s'lt''.Y III': lw:'b,"""'t1ii°te 2iIC'V'iiii,�. "I ul s Sin s IIC:III°:Iwlll �°� 32221.. (954)5150-.711..ii']113 IIC:&c (954)582...(,!"iii81iiii 604 Attachment A Truck Path Exhibits 605 969 _i 7 _ xo�avz�a azvoldi xao SZut ll 1 " "dM NV�d LOL OIOI Tap 896[9 ON 3Pioll 9 �JN 1f10'd Y�Ofl'dl ONIH33NION3 ad z3aad 3N]TV s' o r, o z AUMHOIH SV33213/10 109Z6 AVMH'JIH SV352i3A0{6SZ6 o U e�awslao -Nolslnsa 1N3Wd073/13O 3SIl O3XIW LLI �5 0 �a U oN- 2 root Z O 1' \ I ° '' ❑ 0OP, p � i s � i 0 a 0 i I 1 b 4� 0 I wdE 111 swv<<,E.6�.w.3alswe�1w11am��.w�a0uzawzvnarve�xogava 9�aaa�l9�=aamaaaea,azmo L69 _i 7 _ xo�avz�a azvoldi xao SZut ll 1 " "dM NV�d LOL OIOI Tap 896[9 ON 3Pioll 9 �JN 1f10'd Y�Ofl'dl ONIH33NION3 ad z3aad 3N]TV s' o r, o z AUMHOIH SV33213/10 109Z6 AVMH'JIH SV352i3A0{6SZ6 o U e�awslao -Nolslnsa 1N3Wd073/13O 3SIl O3XIW 0 �5 0 =ter:r -°og 1' \ I ° p s � i 0 a 0 i I 0 k� a � L I � I wd 1E 111 swv<<,E 6�.w.3alswe�1w11am��.w�a0 uzawzvnarve�xogava a�aaa�le�=aamaaaea,azmo Clear Sight Triangle Analysis Memorandum Proposed Mixed-Use Development MM 92.5, Oceanside, Tavernier, FL Prepared for: Blackstone Group - Tavernier 925, LLC Prepared by: IIIIII' IIIIII IIIIII °° °°°°°�IIIIV IIIIII ,,,,,,,,,,,, 8935 NW 3511 Lane, Suite 201 Dora[, FL-33172 774 Memorandum Emineer's Certification 1,Heman A. Hugo,PE,with Florida PE No. 74961,certify that I currently hold an active Professional Engineer's License in the State of Florida, and I am competent through education and experience to provide engineering services in the civil and traffic engineering disciplines contained in this report. I further certify that this report was prepared by one or under any responsible charge as defined in Chapter 61G15-18.001 F.A.C. and that all statements, conclusions, and recommendations made herein are true and correct to the best of my knowledge and ability. 1%% 1/, THIS ITEM HAS BEEN DIGITALLY N.0 XApN A. 4 " SIGNED AND SEALED BY: ........... 0 Hernan A.Lugo,PE, CFM No 74961 Digitally signed by ON THE DATE ADJACENT TO THE SEAL Hernan A Hernan A Lugo Date:2024.08.01 19:29:10 PRINTED COPIES OF THIS DOCUMENT ARE Lugo -04'00' NOT CONSIDERED SIGNED AND SEALED. STATE OF THE SIGNATURE MUST BE VERIFIED August 1 2024 --0 4• X, IN THE ELECTRONIC DOCUMENTS. IFS, 0 R I HBC OMPANY 1110NAL 'E�NNN 5200 NWENGINEERING 33RD AVE.C, SUITE 211 FORT LAUDERDALE, FLORIDA 33309 HERNAN A. LUGO, P.E. NO. 74961 State of Florida Professional Engineer License No. 74961 The official record of this document is the electronic file digitally signed and sealed under Rule 61G15-23, F.A.C. ................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Page 14 Page 2 of 7 HBCCdrhj:)ariW 775 Memorandum Subject: Blackstone Group—Tavernier 925, LLC Clear Sight Triangle Analysis for the Proposed Mixed-Use Development at 92501 Overseas Highway Tavernier,FL 33070 To: Mimi Hurwitz Purpose: The purpose of this memorandum is to outline the findings of the clear sight triangle analysis at the Blackstone Group —Tavernier 925, LLC mixed-use development site's access point at 92501 Overseas Highway, Tavernier, FL 33070, approximately at mile marker (MP) 92.5. The clear sight triangle was developed using the Florida Department of Transportation(FDOT)Florida Design Manual (FDM) and the American Association of State Highway and Transportation Officials (AASHTO) A Policy on Geometric Design of Highways and Streets 2018 (The Green Book, 7th Edition, 2018). Background: The segment of the Overseas Highway/SR-5/US-1 within the study area consists of a four-lane,two-way, roadway, with two lanes in each direction with a posted speed of 45 mph and a design speed of 50 mph. The roadway is divided by an approximately 132-foot-wide median with businesses within this area. The northbound (NB) and southbound (SB) directions are connected by two-lane, two-way stop- controlled roadways/Access Roads. The existing travel lanes along US-1 are 11 feet wide, with a 10-foot outer shoulder (5-foot paved bike lane) and a 4-foot inner shoulder (2 feet paved). The existing 6- to 8-foot sidewalk is present on the eastern side (northbound direction) of US-1, with a varying 5-to 12-foot sod utility strip. The existing border width ranges from 23 to 109 feet. Since the large median dividing the NB and SB directions allows for several vehicles to cross over into the connecting roadway and wait for a gap to perform a left turn, US-1 will be analyzed as a one-way roadway, allowing only right turns and crossing movements. The FDM defines the Clear Sight Triangle as the area along intersection approach legs and across their common corners that should be clear of visual obstructions. The clear sight triangle dimensions are based on the design speed, design vehicle, and type of traffic control used at the intersection. Adequate sight distance is essential for allowing drivers sufficient time to react and perform either a turning movement or a crossing movement. This concept applies to both vehicular and pedestrian traffic, both on the street and sidewalk. The analysis performed is based on AASHTO Case B for stop- control intersections (Figure 1), with a design speed of 45 mph, taken from FPID No. 425600-8-52-01, As-Built typical section package (Appendix C), and using a control vehicle type of a combination truck (WB 62) (Appendix D) for the analysis due to the current and future land use. The FDM provides several exhibits to determine the limits of the clear sight distance to perform turning and crossing movements for various lane configurations with stop control. However, these exhibits come with some limitations for their use, such as: Page 3 of 7 776 Memorandum 1. The exhibits apply to intersections in all context classifications with stop control or flashing beacon control. 2. The exhibits apply only to intersections with intersection angles between 60' and 120', and where vertical curves and horizontal curves are not present. ......................................................................................... Edq�mm.�'mm.mm Maim liuRAI' Dno mebnt �'Jt C Par Srqht Co,m,, 171y, fa, 1,1',,rnlrnanro ........... ........................ .. ..... Or Cfe,w 5r�'M WWldov� (a,,rm,, f r"ref Fo oevpfooineo� Ancl (W �C A'ar wiorkw Cootee ot L�oo NIX, A I Fot 0 mt 0 (.Juar SnOr Arc, W'ouf V/ho,i Major Roo'd LNiC Tr"IfFiC Ahn,,rnrj LeQ. fe.q., CIneNL9r cc Figure 1 Clear Sight Triangles (Figure 212.11.1 in FDM 212) The approximate location of the access point is at mile marker (NIP) 92.5. US-1 has an existing horizontal curve with a point of curvature (PC) at NIP 18.417 and a point of tangency (PT) at NIP 18.625, with 3 degrees of curvature. The intersection sight distance was calculated by determining the horizontal sight distance, tangent, and radial from the centerline of the exit lane, 14.5 feet from the edge of pavement, and using the principles of Horizontal Sightline Offset(HSO) from the access point. The sight distance was calculated using AASHTO Green Book equation 9-1 for intersection sight distance along a major road for a turning 151)= 1,47 1/11p�Ij(,r or crossing maneuver from a stop-controlled intersection, using the previously mentioned design speed of 45 mph and a time gap of 10.5 seconds for a combination truck. An ISD = intersection sight distance(length Intersection Sight Distance (ISD) of 694.6 feet, rounded to of the leg of sight triangle alorg the 695 feet, was determined for both the right turn maneuver 1112(jor road)(ft) and crossing maneuver from the site location. The Clear V'­)" = d,,ign speed of inalior road(mph), Sight Triangle was measured 14.5 feet(the minimum driver- i, tirne gap for rninor road vehide to enter eye setback) from the edge of the travel way at the center of the maJor road(s) the entrance lane of the crossroad (development access point) to the center of the near approach lane of the highway Equation 9-1: Intersection Sight (Overseas Highway/US-I/SR-5). Figure 1: Clear Sight distance along major road Triangle illustrates the basis of the clear sight zone and where (AASHTO) the clear zone is located, with dimensions dL & dr being created from the sight distance to the center of the upstream/downstream vehicle to the edge of the pavement. Page 4 of 7 777 Memorandum This ISD is valid for an assumed 3% or less approach grade to the stop bar. Exhibit 1 from Appendix A lays out the sight distance triangle 551 =147f + 1.075— 1� and the clear sight zone location, where the area should be clear of all r1 where: obstructions for the exiting movements going to US-1 NB and the through movement to get to US-1 SB. � �� stopping u °1'a dpuwt:u�uce.'t P' design nn slpecd,rnnpph � The Horizontal Sightline Offset(HSO) is the approximate calculation A pJrakn=D'd"ad,[3Gk[n tvmr,?:.7 of the minimum lateral clearance required between the centerline of " din cel ration,,rate,ft/s' the inside lane and a potential obstruction along the horizontal curve. Equation 3-2:Stopping Sight Using this concept, it can be determined if there is sufficient sight Distance(SSD) distance clearance around the curve for an upcoming vehicle to (AASHTO) perform a turning or stopping maneuver, resulting from a vehicle I R exiting from the access point. This can also be used to indirectly find HSO-­_ N ���� out how far from the access a turning vehicle need to be to see a vehicle to safely turn onto US-1. HSO can be determined by using -iuere: equation 3-3; however, first the Stopping Sight Distance (SSD) is JIddO = 19auni.ont:ilsigiinlanddaft's°r,ft required for the use of the equation. SSD is determined by using S Sight distance,ft equation 3-2. Using the design variables for V=45 mph, t=2.5s, and R h'na.#iUS d,i'cdrve t a=11.2 ft/s2, an SSD of 360' is determined, which is also shown on Equation 3-37: Horizontal Table 3-1 from AASHTO. AASHTO references that equation 3-2 is Sightline Offset(HSO) not limited to high truck traffic, due to truck drivers having a high (AASHTO) vantage point and are able to see above mosta� # �w, tsi vertical obstructions. They are considered to be more experienced than normal drivers, since they can quickly recognize potential risks and ig ���� Centerline take actions accordingly. The major limitation to using this equation involves the steepness of the road. No existing roadway profile or Digital � Terrain Model (DTM) was provided; however, using an existing cross section of FPID No. 425600-8-52-01 an average slope of 0.01% GenWi was calculated from the access point to a point L I�1�1.ns6\ south of the PC point. The effects of the , longitudinal slope of the road is negligible in r. determining the SSD in this case. With the SSD determined, the required HSO can now be calculated by using an SSD of 360' � and the radius of curve of 2,183' from FPID Figure 3-19: Diagram Illustrating Components for No. 425600-8-52-01 As-Built Roadway Plans. Determining Horizontal Sight Distance This resulted in an HSO distance of 7.4'. Using (AASHTO) both the HSO and SSD south of the access point,the clearance distance can be illustrated in Exhibit 3 from Appendix A. Page 5 of 7 778 Memorandum Findings: This segment of the Overseas Highway/SR-5/US-1 was treated as a one- way street, due to the large, approximately 132', median separating the Northbound and Southbound directions. The AASHTO Green Book calls for an Intersection Sight Distance (ISD) from the center of the exit lane at the access point to the center of the crossroad to the center of the near approach lane, to be 695', this point is 14.5' away from the edge of pavement (EOP). For the analysis of the exiting movements (through and right) from the site, the distance for both the tangentially and the radially was plotted out to find the obstruction clear zone and was determined that the current roadway conditions do not impede or obstruct the vision of a combination truck (design vehicle). It would be recommended to add additional "No Parking" signs (R8-3) along the shoulder, to avoid visual obstructions. Exhibit 1 in Appendix A lays out the sight distance for the exit movements to US 1 NB and the through movement to go to US-1 SB. For the entering movement from SB US 1 using the access road, both the tangentially and the radially was plotted out to find the obstruction clear zone and was determined that the current road conditions could create visual obstructions for a combination truck (design vehicle) accessing the site. Within the view zone of the combination truck are existing vegetation and property line fencing. An additional analysis was performed using a passenger vehicle accessing the site at the same location. AASHTO Green Book determined that an intersection sight distance of 430 ft is required for a passenger vehicle. Based on this finding, passenger vehicles do not have visual obstruction based on the current roadway conditions. Exhibit 2 in Appendix A lays out the sight distance for the entering movements from the access road though moved from used by US 1 SB. The AASHTO Green Book calls for a Horizontal Sightline Offset (HSO) distance of 7.4' from a distance of 360', for the minimum Stopping Sight Distance (SSD). Using a point 360' away from the access point, there are minimal sight obstructions that would impact the ability of a vehicle to respond to a departing vehicle, if needed, while departing vehicles can look upstream without any hindrance and perform a turning or crossing movement. Exhibit 3 in Appendix A has the HSO layout based on the site conditions. It is recommended to remove the obstructions from the clear sight line obstruction zone for combination trucks. Some obstructions, such as several trees, fencing, and clutter along the property line, may be infeasible to remove. However, coordinating with property owners and Monroe County to explore the possibility of clearing some of the objects and cargo containers within the area to improve the sight line is advised. Additionally, maintaining the vegetation within the clear sight window concept, following the FDM figure 212.11.3 (5 feet above and 1.5 feet below the line-of-sight datum of 3.5 feet above the pavement), is crucial. An additional recommendation includes the installation of a stop sign on the access road. Page 6 of 7 779 Memorandum Conclusion: Based on the Intersection Sight Distance (ISD) and the Horizontal Sightline Offset (HSO) distance calculated using the AASHTO Green Book and analyzing the existing roadway characteristics,the entering combination truck traffic using the access road from US-1 SB has apparent visual obstructions that could hinder the driver's judgment in performing a safe vehicle maneuver onto US-1 NB. The combination trucks face obstructions within the clear sight view, including several trees,fencing, cargo containers, and clutter along the property line. However, at the same location, passenger vehicles do not encounter the same visual obstructions that could hinder the driver's judgment in performing a safe vehicle maneuver. For the opposite location,for the exiting combination traffic making either a through movement, crossing US-1 NB, or making a right turn onto US-1 NB, there are no apparent visual obstructions that could hinder the driver's judgment in performing a safe vehicle maneuver. The current roadside features are free of any large vegetation or significant aboveground obstructions. It is recommended to notify FDOT to trim trees within the sight triangle and to inform Monroe County about the sight distance violations discussed above in adjacent properties and FDOT right-of-way, so these issues can be corrected. AUUendix A) Sight Distance Triangle Exhibits 1) EXHIBIT 1: INTERSECTION SIGHT DISTANCE TRIANGLE (ISD) RIGHT TURN EXIT 2) EXHIBIT 2: INTERSECTION SIGHT DISTANCE TRIANGLE (ISD) ENTERING SITE 3) EXHIBIT 3: HORIZONTAL SIGHT OFFSET (HSO) 4) EXHIBIT 4: ISD AND HSO B) Straight Line Diagram C) As-Built Roadway Plans and Typical Section Package D) Design Vehicle Exhibit from AASHTO Green Book E) FDM Exhibits F) AASHTO Exhibits G) Crash Data Memo Page 7 of 7 780 Memorandum APPENDIXA: Sight Distance Triangle Exhibits Horizontal Sightline Offset (HSO) Exhibits 781 N W m'�t�uu�mm�:v��nwmlwrc,mr��rn;✓�d V% ,r b ljjl r w olll I N Vm VV IYI ilV ml °I IIII Ip �r iuii�llll�' �d�f III � z z 9//�l�s, '4 NGWIWNGJGIVfIL. � rl o � �' e � � J III IIIII Iu IVk�V I III I, GG ter � o o I II 1, V /, ' I ✓/,,,, („' p� �yy�� I I��I i�lul IV Ir i. f o I�� I IIII r I��II uuu Vu � � y �y IIII I II �Li W CCJ Z I f OPIPPOWIF �T p7i11!�,✓�i fir,all. f� II I nl� �' � r rk9l 'Tu'r 9Rr"'�iTi//� ���I��J��.:I �,,. J �o Dp I Yr r 1 H'e;,: i�/ �� ,T,. f�� J � ,�;r�✓/�//� Uw I flu ,�. M W n -loll �� ����� �G IIII � fly z� p l � D �u oil w y r z a w a P f I VMS f I i >+ Z p rrrrrrrrr �J � y Q I I I �uuumuuu m i Ill u 1 �"u a lil, " I" II uuu'IIII I iillu ii � i wr I I e, o / 6 w o�I r 7 �� x Rp a 9�'1 ,'all 00 00 o� Ell Ell �4t / rrl I II�,I p u A a a s , a / MR r h ,� rr �I III IIIII'wg� °i liirF #sk ✓w "'nxa�iNu� .� ,�uMwu � '�I ,r � r � I �o � I ~ I r _ "r r � 0p j All /fr�i AM Jp� 0 LO 00 El i �z i Ion III�I II VI�� RUIN I , I IW Ili Idyl��� I i"�� II ii lilluuu uuuuu I I ��IVI�(I�I _, Y wti I a u l / I 9JIN ,v �d0.V91'SrcP � I •, {p�I10101Nf�NN& 0 ' II p I I I � �N ory i' IJUi � I w 101HWI;NN9I( t/�//,JV, S? � rr , �nn 5 drc �fiii,.. Memorandum APPENDIX B: Straight Line Diagram 786 aoHs a3n�15 U _ � h 3 �3 W f Gbx 4Z J z Oa OaI80NIJIOONI Q Sbe bL L59'4Z - >--_- W Zs b4 m su Lc N Q - xbbnl eLb'lZ bzb oL m _- Oa 135Nns' - _ v Z9b'IZ e5s lZ NI a43devNs i P aet 6L 20 OOP Lb£'IZ - -z LyY 64+jam �? 3011N0H wpm - asz Gl- ❑ �+ ff e ZSZ'LZ V zlz -_ dann�� '35 F. Ell 1� } szz �; asz au nd AA-77dw Q z I nd bb L'IZ nN VOOHVW wM31A— 09`Jtll A3N0 - z Q doswn - ��Q Eno bi � 3n oewnw can�a 8 O - o 12 LL a01nN000O O awl¢ A3 is o2 �� aO NOlan _BI s16 aL 07 6 3Nod � ti �LLI o z_ z ru aav D >so�o <Q J2v o �epo�z po � ,sa ._ o o ¢^� d7 T-N w a@mm� � � W tom 4(n ape, m.. © mz zssoZ e m hs LL] �rc a m ttp� �d Sd r`o o`er p C �I:]OWWVH 3 s��z a� L3sN�s 0 a OZ '_a 63aOtl N3n36 P 77ISNn _ dp�e .—I n dd a3-1 um > OOO-1- e Lti 8L m Hli£'84 M 31NOla Z9Z ¢foa^� AtlM Ntl3f©f Ix gl - ��Y�P O - ly>> l,Z L�OD 7� JQ W NLL'OZ �� ,O�Ao¢Pe > oSL(IZ and 30V3d J J � � �0 J �77 W_ _ szls� .. wavalaoi3 as alw�uNtluv ? - dOlaos3 _ SY fr Zl co - 787 Memorandum s APPENDIX C: As-Built Typical Section Package & Roadway PLans 788 ........ --- a) co I'- S TA TE OF FLORIDA DEPARTMENT OF TRANSPORTATION TYPICAL SECTION PA CKA GE REVISED 021211201S FINANCIAL PROJECT ID 425600-9-52-01 MONROE COUNTY (90060) STATE ROAD NO. 5 / US V OVERSEAS HIGHWAY FROM NORTH OF JO JEAN WAY (MM 92) TO SOUTH OF CAMELOT DRIVE (MM 93)NORTHBOUND ONLY 41 Qj W Lu END PROJECT STA. 35/+09.79 (C LON MM 93 UP 19.232 ............ BEGIN PROJECT............... STA. 300+00.00 (C CONST.) En MM 92 MP 18.279 Yt PIxiN Pgnt at w LOCATION MAP PREPARED BY: BND ENGINEERS, INC. 14331SW 120 STREET - SUITE 201 MIAM19 FLORIDA 33186 PHONE (305) 599-8495 FAX: (305) 597-9312 CERTIFICATE OF AUTHORIZATION #6658 FDOT PROJECT MANAGER: VILMA CROFT, P.E. ENGINEER OF RECORD: KEVIN A. KEANE9 P.E. (53177) $USER$ $DATE$ $TIME* $FILE$ 0 0 ti PROJECT IDENTIFICATION FINANCIAL PROJECT ID 425600-9-52-01 COUNTY (SECTION) MONROE (90060) PROJECT DESCRIPTION SR 5 /USI/ OVERSEAS HIGHWAY RRR FROM NORTH OF JO JEAN WAY TO SOUTH OF CAME L0T DR. (MY 93)NORTHBOUND ONLY PROJECT FUNCTIONAL CLASSIFICATION HIGHWAY SYST Yes No l_) RURAL (X) () NATIONAL HIGHWAY SYSTEM (X) URBAN ® () (X) FLORIDA INTRASTATE HIGHWAY SYSTEM l) FREEWAY/EXPWY. () MAJOR COLL. LL _ () (X) STRATEGIC INTERMODAL SYSTEM (X) PRINCIPAL ART. () MINOR COLL. _ _ _ (X) () STATE HIGHWAY SYSTEM l) MINOR ART. () LOCAL -) _ _ () (X) OFF STATE HIGHWAY SYSTEM ACCESS CLASSIFICATION TRAFFIC () I- FREEWAY YEAR AADT () 2 - RESTRICTIVE w/Servlce Roods CURRENT 2011 28000 ----........_. () 3 - RESTRICTIVE w1660 ft. Connection Spocing OPENING 2015 27800 (X) 4 - NON-RESTRICTIVE w12640 ft. Slgnal Spocing DESIGN 2035 31200 l_) 5 - RESTRICTIVE w1440 ft. Connection Spacing t) 6 - NON-RESTRICTIVE w11320 ft. SIgnal Spacing DISTRIBUTION () 7 - BOTH MEDIAN TYPES DESIGN SPEED 45 MPH K 10.40 POSTED SPEED 45 MPH D 50 CRITERIA T24 9.92 t) NEW CONSTRUCTION ! RECONSTRUCTION DESIGN SPEED APPROVALS O RRR INTERSTATE / FREEWAY ' 11 i (X) RRR NON-INTERSTATE, ✓ FREEWAY —�. k l "� )14 1 CHRIST P R 7 VE A, E. DATE t) TDLC / NEW CONSTRUCTION / DECONSTRUCTION.... 1STRI T SINE IN ER () TDLC / RRR y� (_) MANUAL OF UNIFORM MINIMUM STANDARDS A MEI 1N, E. DATE (FLORIDA GREENBOOK)(OFF-STATE HIGHWAY SYSTEM ONLY) DISTRICT TRAFFIC OPERATIONS ENGINEER LIST ANY POTENTIAL EXCEPTIONS AND VARIATIONS RELATED TO TYPICAL SECTION ELEMENTS: I. VARIATION - PARKING LANE CROSS SLOPES 2. VARIATION - LANE WIDTH 3. VARIATION - RECOVERABLE TERRAIN LIST MAJOR STRUCTURES LOCATIONIDESCR1PT10N - REQUIRING INDEPENDENT STRUCTURE DESIGN: N/A LIST MAJOR UTILITIES WITHIN PROJECT CORRIDOR: COMCAST CABLE,FLORIDA KEYS ELCETRIC COOPERATIVE ASSOC.,FLORIDA KEYS AQUEDUCT AUTHORITY - AREA 4 , FLORIDA KEYS AQUEDUCT,AUTHORITY FLORIDA KEYS AQUEDUCT UPPER KEY,AND A T T DISTRIBUTION. LIST OTHER INFORMATION PERTINENT TO DESIGN OF PROJECT: 1. EXISTING N8 LANE WIDTHS WERE REDUCED FROM 12' TO I1` IN ORDER TO ACCOMODATE A 61 SHOULDER ON EITHER SIDE OF THE ROADWAY. 2. SOUTHBOUND SECTION OF ROADWAY WAS RESURFACED UNDER FDOT PROJECT No. 419849-1-52-01. J. THIS PROJECT IS STRUNG WITH FDOT PROJECT No. 419848-1-52-01(LEAD)& 425600-8-52-01(GOES WITH) $USERS $DATES $TIMES $FILE$ ........... ti Q L-j Cb Q LQ LA I- LO Q Zt Ln Zo ............. U- ...................... 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Ground cover plants are naturally low-growing plants with a maximum mature height of<_ 18 inches. Trunked plants are those with a mature trunk diameter of 4 inches or less (measured 6 inches above the ground). Maintain clear sight triangles for all approaches. Do not place trees within the hatched- out areas as shown in Figure 212.11.2. The hatched-out areas are for ground cover plants only. Coordinate with the Project Landscape Architect for the placement of vegetation and the necessary space above and below ground for tree growth that will maintain clear sight triangles. Figure 212.11.2 Special Areas Limited to Ground Cover Plants 100' 700' for <50 mph 200.' for >_50r mph Do not place trees Do not place trees — in hatched out areas in hatched out areas Limit of — Limit of clear sight clear sight Lane Identification and Direction of Traffic * Driver's eye setback is Pavement Markings defined in FDM 212.71.1 Where left turns from the major road are permitted, do not locate trees within the distance db shown in Table 212.11.1 (see FDM 212.11.4) and not less than the distances shown in Figure 212.11.2 and the spacings in Table 212.11.3 as applicable. 212.11.6.1 Clear Sight Window Concept The clear sight window concept may provide opportunities for vegetation within the limits of intersection sight triangles. This concept is illustrated in Figure 212.11.3. This detail provides the required vertical clear sight limits with respect to the sight line datum. Do not place trees within the hatched-out areas as shown in Figure 212.11.2 (even if using the clear sight window concept). The hatched-out areas are for ground cover plants only. 212 - Intersections 27 867 Topic#625-000-002 FDOT Design Manual January 1, 2024 Figure 212.11.3 Window Detail b Bottom Of Canopy 'n Sight Line Datum 1'-6" Top Of Ground Cover V V . Pavement Since observations are made in both directions, the line-of-sight''datum between roadways is 3.5 feet above both pavements. The horizontal limits of the window are defined by clear sight triangles. Within the limits of clear sight triangles, the following restrictions apply- • Canopy of trees and trunked plants must be at least 5 feet above the sight line datum. • The top of the ground cover plants must be at least 1.5 feet below the sight line datum. See FDM 270 for additional information about plant selection and placement. Enforcing these limits provides a clear line of sight for approaches to an intersection. When trees are located in the median of a divided roadway and fall within the limits of a clear sight triangle, conform to Table 212.11.3 for tree size and spacing. Spacing values for trees with diameter of 11 inches or less were derived assuming a maximum 6-foot- wide shadow band on a vehicle at the stop bar location when viewed by a mainline driver beginning at sight distance V. This is illustrated in Figure 212.11.4. Spacing values for 212 - Intersections 28 868 Topic#625-000-002 FDOT Design Manual January 1, 2024 trees with diameter greater than 11 inches and less than or equal to 18 inches were derived assuming a 2 second full view of the vehicle at the stop bar when viewed by the mainline driver beginning at sight distance `d'. (See Figure 212.11.5). Table 212.11.3 Minimum Tree Spacing 25 20 75 30 25 90 35 30 105 40 35 120 45 40 1S 50 50 150 55 55 165 60 60 180 Notes: (1) Size and spacing are based on the following conditions: (a) A single line of trees in the median parallel to but not necessarily collinear with the centerline. (b) A straight approaching mainline and intersection angle between 60' and 120°. (c) Space trees with 4" < Dia. <_ 11" intermixed with trees with 11" < Dia. <_ 18" based on trees with 11" < Dia. <_ 18". (2) Detail tree size, spacing, and location in the plans for any other conditions. (3) Trunked Plants may be placed on 20-foot centers. 212 - Intersections 29 869 2-64 A Policy on Geometric Design of Highways and Streets � o ca 5.0 ft 11.0 ft 3.0 ft [1.52 m] [3.35 m] [0.91 m] 19.0 ft [5.79 m] 0 5ft loft 0 1 m 2.5 m Scale Path of left ---- _ Path of front front wheel overhang r r � r CII r / p k 6.0 ft �4g tUr4i Y t� [1.83 m] 238 />9 1�A �� A I I I 0 5ft loft I I ' i 0 1 m 2.5 m I I Scale I i ' I I I I ' I I I ' I I ' 7.0 ft [2.13 m] Path of right rear wheel overhang I I ' I I ' • Max.steering angle is 31.60 • CTR=Centerline turning radius at front axle I Figure 2-10. Minimum Turning Path for Passenger Car (P) Design Vehicle 870 2-76 A Policy on Geometric Design of Highways and Streets 48.0 ft 15.0 ft [14.63 m] [4.57 m] 4.5 ft _ 2.5 11.37 m] 41.0 ft [0.76 m] [12.50 m] O O O O O 17.4 ft O 4.2 ft 4.0 ft 4.4 ft 28 mi [5.30 m] _ 4.0 ft 19.5 ft [1.22 m] [1.22 m] [1.35 m] 62.5 ft [19.05 m] 69.0 ft [21.03 m] 0 5ft loft RRSF 0 lm 2.5m Scale Path of left Path of front front wheel ��� \\��` / overhang i a? i 3 668 I � 1 [ 7.4 ft min t [2.25 m] 0 5ft 10ft I 0 1 m 2.5 m I Scale Fn I I Q I I I I I I I I I I I Path of right rear wheel j I I I •Max.steering angle is 28.41 •CTR=Centerline turning radius at front axle I •AA1 =651 8.5 ft [2.59 m] Figure 2-23. Minimum Turning Path for Interstate Semitrailer(WB-62 [WB-19]) Design Vehicle 871 Memorandum APPENDIX E : FDM Exhibits 872 Topic#625-000-002 FDOT Design Manual January 1, 2024 212.10 Clear Sight Triangles Establish clear sight triangles to assure that drivers are provided a sufficient view of the intersecting highway to identify gaps in traffic and decide when it is safe to proceed. Document the analysis of sight distance for all intersections. Clear sight triangles are the areas along intersection approach legs and across their common corners that should be clear of visual hindrances. Dimensions of clear sight triangles are based on design speed, design vehicle, and the type of traffic control used at the intersection. 212.11.1 Stop Control (AASHTO Case B) Figure 212.11.1 illustrates clear sight triangles for intersections and driveways. Figure 212.11.1 Clear Sight Triangles r dL dr FT�r03H C11 jOr Hrr)'W! — - Pc�r�1 Ju:u �rnrf Jf (lr a+ 5rJh -��- / -- z (?F-(-;1�a -S-l-- c-h (o Cu,o F,( axi;nn- w m 1 r e o I (0 For ? JBInrt AO JO 01 CIe S '+lo c: 1.ir i , For `1,�+* QP lcar 51 r1 t Are Crr osite Nroul i.i/hppi Np,i (,�np 4) me1 L(It Ctwe'.a✓ LoIf1. C The minimum driver-eye setback of 14.5 feet from the edge of the traveled way may be adjusted on any intersection leg only when justified by a documented, site-specific field study of vehicle stopping position and driver-eye position. Exhibits 212-4 through 212-7 provide intersection sight distances for stop-controlled intersections. The tables in the exhibits provide sight distance values for Passenger vehicles, Single Unit (SU) Trucks, and Combination vehicles for design speeds ranging from 25 mph to 70 mph. Intersection sight distance based on Passenger vehicles is suitable for most intersections- however, consider the values for SU Vehicles or Combination vehicles for intersections with high truck volumes. 212- Intersections 873 Topic#625-000-002 FDOT Design Manual January 1, 2024 The following guidance applies to Exhibits 212-4 through 212-7: (1) Limitations (a) The exhibits apply to intersections in all context classifications with stop control or flashing beacon control. (b) The exhibits apply only to intersections with intersecting angles between 600and 1200, and where vertical and horizontal curves are not present. (2) Dimensions (a) Sight distance (d) is measured from the center of the entrance lane of the crossroad to the center of the near approach lane (right or left) of the highway. (b) Distances `dL' and `dr' are measured from the centerline of the entrance lane of the crossroad to a point on the edge of the near side outer traffic lane on the highway. (c) Distance `dm' is measured from the centerline of the entrance lane of the crossroad to a point on the median clear zone limit or horizontal clearance limit for the far side road of the highway. (3) Vertical limits (a) Provide a clear sight window `throughout the limits of all intersection sight triangles. (b) Provide a clear line of sight between vehicles at intersection stop locations and vehicles on the highway throughout the limits of all intersection sight triangles. (c) The reference datum between roadways is 3'-6" above respective pavements since observations are made in both directions along the line of sight. 212- Intersections 2 874 N r 00 � J N LU N M _ " a o vi J W U z p W LLJ LLJ n g n jCc °z a O W Q c \II o h Z Z I I J LL Q Q J I LLJ '^ T £ h a = LLJo vi <7 I _ z _ w LV J` a = a` J a�rNo 0 o a w u w z ¢ z LL - NNNm " o w Q 4 QC a o w J ti N ti a a v w = -�- - w p I � w � cc J ti a a N m I zahhaa h o I J N z p D,U � � u.� - rNo �no �nomo �no a 2 I W - z � w ' z I z N 1 3 o a i I I� � I I I w n ti 00 00 W U-) " �, " . 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N . - V u, a v o Ul �l L � a LL •-. �nt it O b W � a 4,gF v � �W m m � � E..�� �NO N 0 0 N n Ire w fir r'Y 3 tin a rn .c b o N l �n LL N N N c Q v vl vl c O v vl vl Y Q U h N Memorandum APPENDIX F: AASHTO Green Book Exhibits 879 Intersections 9-35 9.5 INTERSECTION SIGHT DISTANCE 9.5.1 General Considerations Each intersection has the potential for several different types of vehicular conflicts.The possibil- ity of these conflicts actually occurring can be greatly reduced through the provision of proper sight distances and appropriate traffic controls. The avoidance of conflicts and the efficiency of traffic operations still depend on the judgment, capabilities, and response of each individual driver. Stopping sight distance is provided continuously along each roadway so that drivers have a view of the roadway ahead that is sufficient to allow drivers to stop. The provision of stopping sight distance at all locations along each roadway, including intersection approaches, is fundamental to intersection operation. Vehicles are assigned the right-of-way at intersections by traffic-control devices or, where no traffic-control devices are present, by the rules of the road. A basic rule of the road, at an inter- section where no traffic-control devices are present, require the vehicle on the left to yield to the vehicle on the right if they arrive at approximately the same time. Sight distance is provided at intersections to allow drivers to perceive the presence of potentially conflicting vehicles. This should occur in sufficient time for a motorist to stop or adjust their speed, as appropriate, to avoid colliding in the intersection. The methods for determining the sight distances needed by drivers approaching intersections are based on the same principles as stopping sight distance, but incorporate modified assumptions based on observed driver behavior at intersections. The driver of a vehicle approaching an intersection should have an unobstructed view of the en- tire intersection, including any traffic-control devices. At uncontrolled or minor approach stop controlled intersections, sight distance along the intersecting roadway should be sufficient to permit the driver on the minor road to anticipate and avoid potential collisions. If the available sight distance for an entering or crossing vehicle is at least equal to the appropriate stopping sight distance for the major road, then drivers have sufficient sight distance to anticipate and avoid collisions. However, in some cases, a major-road vehicle may need to slow or stop to ac- commodate the maneuver by a minor-road vehicle. To enhance traffic operations, intersection sight distances that exceed stopping sight distances are desirable along the major road.Specific 880 9-36 A Policy on Geometric Design of Highways and Streets policies for intersection sight distance vary by intersection control type and are presented below in Section 9.5.3 for seven specific cases,designated Cases A through G. Less sight distance may be needed at roundabouts, signalized intersections,or all-way stop con- trolled intersections.The sight distance needed under various assumptions of physical conditions and driver behavior is directly related to the type of traffic control, to the maneuvers allowed, to the vehicle speeds, and to the resultant distances traversed during perception—reaction time and braking. 9.5.2 Sight Triangles Specified areas along intersection approach legs and across their included corners should be clear of obstructions that might block a driver's view of potentially conflicting vehicles. These spec- ified areas are known as clear sight triangles. The dimensions of the legs of the sight triangles depend on the design speeds of the intersecting roadways and the type of traffic control used at the intersection. These dimensions are based on observed driver behavior and are documented by space-time profiles and speed choices of drivers on intersection approaches (21). Two types of clear sight triangles are considered in intersection design—approach sight triangles and de- parture sight triangles. 95.2.1 Approach Sight Triangles Each quadrant of an intersection should contain a triangular area free of obstructions,that might block an approaching driver's view of potentially conflicting vehicles. The length ofthe legs of this triangular area, along both intersecting roadways, should be such that the drivers can see any potentially conflicting vehicles in sufficient time to slow or stop before colliding within the intersection. Figure 9-16 shows typical clear sight triangles to the left and to the right for a ve- hicle approaching an uncontrolled or yield-controlled intersection. 881 Intersections 9-37 �.......................b............ i �° b.........................., Major Road Major Road r. i u t az Clear Sight Triangle Clear Sight Triangle Decision Point Decision Point Approaching Sight Triangle for Viewing Traffic Approaching Sight Triangle for Viewing Traffic Approaching the Minor Road from the Left Approaching the Minor Road from the Right Approach Sight Triangles(Uncontrolled or Yield-Controlled) Figure 9-16—Approach Sight Triangles at Intersections The vertex of the sight triangle on a minor-road approach (or an uncontrolled approach) rep- resents the decision point for the minor-road driver(see Figure 9-16).This,decision point is the location at which the minor-road driver should begin to brake to a stop if another vehicle is present on an intersecting approach. The distance from the major road, along the minor road, is illustrated by the distance a,to the left and al to the right as shown in Figure 9-16. Distance a2 is equal to distance a,plus the width of the lane(s)departing from the intersection on the major road to the right. Distance a2 should also include the width of any median present on the major road unless the median is wide enough to permit a vehicle to stop before entering or crossing the roadway beyond the median. The geometry of a clear sight triangle is such that when the driver of a vehicle without the right- of-way sees a vehicle that has the right of way on an intersecting approach, the driver of that potentially conflicting vehicle can also see the first vehicle. Distance b illustrates the length of this leg of the sight triangle. Thus, the provision of a clear sight triangle for vehicles without the right-of-way also permits the drivers of vehicles with the right-of-way to slow, stop, or avoid other vehicles, if needed. Although desirable at higher volume intersections, approach sight triangles like those shown in Figure 9-16 are not needed for intersection approaches controlled by stop signs or traffic signals. In that case,the need for approaching vehicles to stop at the intersection is determined by the traffic control devices and not by the presence or absence of vehicles on the intersecting approaches. 882 9-38 A Policy on Geometric Design of Highways and Streets 95.2.2 Departure Sight Triangles A second type of clear sight triangle provides sight distance sufficient for a stopped driver on a minor-road approach to depart from the intersection and enter or cross the major road. Figure 9-17 shows typical departure sight triangles to the left and to the right of the location of a stopped vehicle on the minor road. Departure sight triangles should be provided in each quadrant of each intersection approach controlled by stop or yield signs. Departure sight triangles should also be provided for some signalized intersection approaches(see Section 9.5.3.4).Distance a in Figure 9-17 is equal to distance a,plus the width of the lane(s) departing from the intersection on the major road to the right. Distance a should also include the width of any median present on the major road unless the median is wide enough to permit a vehicle to stop before entering or crossing the roadway beyond the median. The appropriate measurement of distances a, and a for departure sight triangles depends on the placement of any marked stop line that may be present and,thus,may vary with site-specific conditions. b • b 0 0 1_Maj.or.I�;oad Major Road 62 a, Clear Sight Triangle Clear Sight Triangle --71 " Decision Point ro 1 Decision Point Departure Sight Triangle for Viewing Traffic Departure Sight Triangle for Viewing Traffic Approaching the Minor Road from the Left Approaching the Minor Road from the Right Departure Sight Triangles(Stop-Controlled) Figure 9-17. Departure Sight Triangles for Intersections The recommended dimensions of the clear sight triangle for desirable traffic operations where stopped vehicles enter or cross a major road are based on assumptions derived from field obser- vations of driver gap-acceptance behavior(21). The provision of clear sight triangles like those shown in Figure 9-17 also allows the drivers of vehicles on the major road to see any vehicles stopped on the minor-road approach and to be prepared to slow or stop, if needed. 95.2.3 Identification of Sight Obstructions within Sight Triangles The profiles of the intersecting roadways should be designed to provide the recommended sight distances for drivers on the intersection approaches. Within a sight triangle, any object at a height above the elevation of the adjacent roadways that would obstruct the driver's view should 883 Intersections 9-39 be removed or lowered, if practical. Such objects may include buildings,parked vehicles, road- way structures,roadside hardware,hedges,trees,bushes,unmowed vegetation,tall crops,walls, fences, and the terrain itself. Particular attention should be given to the evaluation of clear sight triangles at interchange ramp/crossroad intersections where features such as bridge railings, roadside barriers,piers, and abutments are potential sight obstructions. The determination of whether an object constitutes a sight obstruction should consider both the horizontal and vertical alignment of both intersecting roadways, as well as the height and position of the object. In making this determination, it should be assumed that the driver's eye is 3.50 ft [1.08 m] above the roadway surface and that the object to be seen is 3.50 ft [1.08 m] above the surface of the intersecting road. This object height is based on a vehicle height of 4.35 ft [1.33 m],which represents the 15th per- centile of vehicle heights in the current passenger car population less an allowance of 10 in. [250 mm].This allowance represents a near-maximum value for the portion of a passenger car height that needs to be visible for another driver to recognize it as the object.The use of an object height equal to the driver eye height makes intersection sight distances reciprocal(i.e.,if one driver can see another vehicle,then the driver of that vehicle can also see the firstvehicle). Where the sight-distanee value used in design is based on a single-unit or combination truck as the design vehicle, it is also appropriate to use the eye height ofatruck driver in checking sight obstructions. The recommended value of truck driver's eye height is 7.6 ft [2.33 m] above the roadway,surface, 9.5.3 Intersection Control The recommended dimensions of the sight triangles vary with the type of traffic control used at an intersection because different types of control impose different legal constraints on drivers and, therefore, result in different driver behavior. Procedures to determine sight distances at intersections are presented below according to different types of traffic control, as follows: 0 Case A—Intersections with no control(see Section 9.5.3.1) 0 Case B—Intersections with stop control on the minor road (see Section 9.5.3.2) — Case B 1—Left turn from the minor road(see Section 9.5.3.2.1) — Case 132—Right turn from the minor road(see Section 9.5.3.2.2) — Case 133—Crossing maneuver from the minor road(see Section 9.5.3.2.3) 0 Case C—Intersections with yield control on the minor road(see Section 9.5.3.3) — Case C1—Crossing maneuver from the minor road(see Section 9.5.3.3.1) — Case C2—Left or right turn from the minor road(see Section 9.5.3.3.2) 0 Case D—Intersections with traffic signal control (see Section 9.5.3.4) 884 9-40 A Policy on Geometric Design of Highways and Streets 0 Case E—Intersections with all-way stop control(see Section 9.5.3.5) 0 Case F—Left turns from the major road(see Section 9.5.3.6) 0 Case G—Roundabouts (see Section 9.5.3.7) 95.3.1 Case A—Intersections with No Control For intersections not controlled by yield signs,stop signs,or traffic signals,the driver of a vehicle approaching an intersection should be able to see potentially conflicting vehicles in sufficient time to stop before reaching the intersection. The location of the decision point(driver's eye)of the sight triangles on each approach is determined from a model that is analogous to the stop- ping sight distance model,with slightly different assumptions. While some perceptual tasks at intersections may need substantially less time,the detection and recognition of a vehicle that is a substantial distance away on an intersecting approach, and is near the limits of the driver's peripheral vision, may take up to 2.5 s. The distance to brake to a stop can be determined from the same braking coefficients used to determine stopping sight distance in Table 3-1. Field observations indicate that vehicles.approaching uncontrolled intersections typically slow to approximately 50 percent oftheir midblock,running speed,This occurs even when no potentially conflicting vehicles,are present(21).This initial slowing typically occurs at;deceleration rates up to 5 ft/s2 [1.5 m/s2]. Deceleration at this gradual rate has becn observed to begin even before a potentially conflicting,yehicle comes into view, Braking at greater deceleration rates, which can approach those assumed in stopping sight distance, can begin up to 2.5 s after a vehicle on the intersecting approach comes into view. Thus, approaching vehicles may be traveling at less than their midblock running speed during all or part of the perception—reaction time and can, therefore,where needed,brake to a stop from a speed less than the midblock running speed. Table 9-4 shows the distance traveled by an approaching vehicle during perception—reaction and braking time as a function of the design speed of the roadway on which the intersection approach is located. These distances should be used as the legs of the sight triangles shown in Figure 9-16 as dimensions a, and b. Distance a2 is longer than distance a„ as defined Section 9.5.2.1, "Approach Sight Triangles.". Referring to Figure 9-16, roadway A with an assumed design speed of 50 mph [80 km/h] and roadway B with an assumed design speed of 30 mph [50 km/h] need a clear sight triangle with legs extending at least 245 and 140 ft [75 in and 45 m] along roadways A and B, respectively. 885 Intersections 9-41 Table 9-4. Length of Sight Triangle Leg—Case A, No Traffic Control U.S. Customary Metric Design Speed Length of Leg Design Speed Length of Leg (mph) (ft) (km/h) (m) 15 70 20 20 20 90 30 25 25 115 40 35 30 140 50 45 35 165 60 55 40 195 70 65 45 220 80 75 50 245 90 90 55 285 100 105 60 325 110 120 65 365 120 135 70 405 130 150 75 445 80 485 Note: For approach grades greater than 3 percent, multiply the sight distance values in this table by the appropriate,a,djustment factor from Table 9 5. This clear triangular area will permit the vehicles on either�road to stop,if nceded,before reach- ing the intersection. If the design speed of any approach is not known, it can be estimated by using the 85th percentile of the midblock running speeds for that approach. The distances shown in Table 9-4 are generally less than the corresponding values of stopping sight distance for the same design speed. Where a clear sight triangle has legs that correspond to the stopping sight distances on their respective approaches,an even greater margin of efficient operation is provided.However,since field observations show that motorists slow down to some extent on approaches to uncontrolled intersections, the provision of a clear sight triangle with legs equal to the full stopping sight distance is not essential. Where the grade along an intersection approach exceeds 3 percent, the leg of the clear sight triangle along that approach should be adjusted by multiplying the appropriate sight distance from Table 9-5 by the appropriate adjustment factor from Table 9-6. 886 9-42 A Policy on Geometric Design of Highways and Streets Table 9-5. Adjustment Factors for Intersection Sight Distance Based on Approach Grade U.S. Customary Approach Design Speed (mph) Grade M 15 20 25 30 35 40 45 50 55 60 65 70 75 80 -6 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.2 1.2 1.2 1.2 1.2 1.2 1.2 -5 1.0 1.0 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.2 1.2 1.2 1.2 -4 1.0 1.0 1.0 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 -3 to +3 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 +4 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 +5 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 +6 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 Metric Approach Design Speed (km/h) Grade M 20 30 40 50 60 70 80 90 100 110 120 130 -6 1.1 1.1 1.1 1.1 1.1 1.1 1.2 1.2 1.2 1.2 1.2 1.2 -5 1.0 1.0 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.2 1.2 1.2 -4 Lo, 1.0 1.0 1,1. 1.1., 1.1 1.1 1.1 1.1, 1.1 1.1 1.1 -3 to +3 1,0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1,0 1.0 +4 1.0 1.0 1.0 1.0 0:9 0.9 0;9 0.9 0..9 0.9 0.9 0.9 +5 1.0_? 1.0 1.0 0.9 0,9 U, 01.9 0.9 0.9 0.9 0.9! 0.9 +6 L0 1,0. 0.9 0.9 0,9 p,9 0.9 0.9 0.9 0.9 0,9: 0.9 Note: Based on ratio of stopping sight distance on specified approach grade to stopping sight distance on level terrain. Note:This table is used in determining intersection sight distance criteria for Cases A and C. If the sight distances given in Table 9-4, as adjusted for grades, cannot be provided, consider- ation should be given to installing regulatory speed signing to reduce speeds or installing stop signs on one or more approaches. No departure sight triangle like that shown in Figure 9-17 is needed at an uncontrolled intersec- tion because such intersections typically have very low traffic volumes.If a motorist needs to stop at an uncontrolled intersection because of the presence of a conflicting vehicle on an intersecting approach, it is very unlikely another potentially conflicting vehicle will be encountered as the first vehicle departs the intersection. 95.3.2 Case B-Intersections with Stop Control on the Minor Road Departure sight triangles for intersections with stop control on the minor road should be con- sidered for three situations: 0 Case B 1-Left turns from the minor road; 887 Intersections 9-43 0 Case 132—Right turns from the minor road; and 0 Case 133—Crossing the major road from a minor-road approach. Intersection sight distance criteria for stop-controlled intersections are longer than stopping sight distance to allow the intersection to operate smoothly. Minor-road vehicle operators can wait until they can proceed safely without forcing a major-road vehicle to stop. 9.5.3.2.1 Case 131—Left Turn from the Minor Road Departure sight triangles for traffic approaching from either the right or the left, like those shown in Figure 9-17,should be provided for left turns from the minor road onto the major road for all stop-controlled approaches. The length of the leg of the departure sight triangle along the major road in both directions, shown as distance b in Figure 9-17,is the recommended intersec- tion sight distance for Case B1. The vertex (decision point) of the departure sight triangle on the minor road should be 14.5 ft [4.4 m]from the edge of the major-road traveled way. This represents the typical position of the minor-road driver's eye when a vehicle is stopped relatively close to the major road.Field obser- vations of vehicle stopping positions found that,where needed,drivers will stop with the front of their vehicle 6.5 ft [2.0 m] or less from the edge of the major-road traveled way. Measurements of passenger cars indicate that the distance from the front ofthe vehicle to the driver's eye for the current U.S.passenger car population is nearly always 8 ft [2.4 m]or less(21).Where practical, it is desirable to increase the distance from the edge of the major-road traveled way to the vertex of the clear sight triangle from 14.5 to 18 ft [4.4 in to 5.4 m]. This increase allows 10 ft [3.0 m] from the edge of the major-road traveled way to the front of the stopped vehicle, providing a larger sight triangle. The length of the sight triangle along the minor road(distance a in Figure 9-17)is the sum of the distance from the major road plus V,lane width for vehicles approaching from the left, or IV,lane widths for vehicles approaching from the right. Field observations of the gaps in major-road traffic actually accepted by drivers turning onto the major road have shown that the values in Table 9-6 provide sufficient time for the minor-road vehicle to accelerate from a stop and complete a left turn without unduly interfering with ma- jor-road traffic operations. The time gap acceptance time does not vary with approach speed on the major road. Studies have indicated that a constant value of time gap, independent of ap- proach speed,can be used as a basis for intersection sight distance determinations. Observations have also shown that major-road drivers will reduce their speed to some extent when minor-road vehicles turn onto the major road. Where the time gap acceptance values in Table 9-6 are used to determine the length of the leg of the departure sight triangle, most major-road drivers should not need to reduce speed to less than 70 percent of their initial speed (21). The intersection sight distance in each direction should be equal to the distance traveled at the design speed of the major road during a period of time equal to the applicable time gap shown 888 9-44 A Policy on Geometric Design of Highways and Streets in Table 9-6. The length of the sight triangle leg to the right needed for a left-turn maneuver by a passenger car onto the major road, shown as dimension b in the drawing on the right in Figure 9-17,is based on a time gap of 7.5 s. A sight triangle to the left is also needed for the left-turn- ing vehicle to cross the near lane(s)of the major road on which traffic approaches from the left; the length of the leg of this sight triangle along the major road is shown as dimension b in the drawing to the left in Figure 9-17. This sight triangle to the left is normally provided by Case B2 for the right-turn maneuver(see below). In the rare case where a right-turn maneuver is not permitted onto a two-way street, Case B2 should still be provided so that sight distance is avail- able for crossing the near lane(s) in a left-turn maneuver. In applying Table 9-6, it can usually be assumed that the minor-road vehicle is a passenger car.However,where substantial volumes of heavy vehicles enter the maj or road, such as from a ramp terminal,the use of tabulated values for single-unit or combination trucks should be considered. Table 9-6 includes appropriate adjustments to the gap times for the number of lanes on the major road and for the approach grade of the minor road. The adjustment for the grade of the minor-road approach is needed only if the rear wheels of the design vehicle would be on an upgrade that exceeds 3 percent when the vehicle is at the stop line of the minor-road approach. Table 9-6. Time Gap for Case 131,Left Turn from Stop Design Vehi / Ti a all oilwlsig a ,f Ma l Passenger car, 7.5 Single-unit truck, 9,5 Combination truck 11.5 Note:Time gaps are for a stopped vehicle to turn left onto a two-lane highway with no median and with minor-road approach grades of 3 percent or less.The time gaps are applicable to determining sight distance to the right in left-turn maneuvers.The table values should be adjusted as follows: For multilane roadways or medians—For left turns onto two-way roadways with more than two lanes, including turn lanes,add 0.5 s for passenger cars or 0.7 s for trucks for each additional lane, from the left, in excess of one,to be crossed by the turning vehicle. Median widths should be converted to an equivalent number of lanes in applying the 0.5 and 0.7 s criteria presented above; for example, an 18-ft [5.5-m] median is equivalent to one and a half lanes, and would require an additional 0.75 s for a passenger to cross and an additional 1.05 s for a truck to cross. For minor-road approach grades—If the approach grade is an upgrade that exceeds 3 percent, add 0.2 s for each percent grade by which the approach grade exceeds zero percent. 889 Intersections 9-45 The intersection sight distance along the major road(distance b in Figure 9-17) is determined by: U.S.Customary Metric 1SD= 1.47 " 111"J4N-t�; SO=0.278 Vnialor tg (9-1) where: where: ISD = intersection sight distance(length ISD = intersection sight distance(length of the leg of sight triangle along the of the leg of sight triangle along the majorroad) (ft) major road)(m) V�o�=design speed of major road(mph) V�or=design speed of major road(km/h) tg=time gap for minor road vehicle to enter tg=time gap for minor road vehicle to enter the major road(s) the major road(s) For example, a passenger car turning left onto a two-lane major road should be provided sight distance equivalent to a time gap of 7.5 s in major-road traffic. If the design speed of the major road is 60 mph [100 km/h],this corresponds to a sight distance of 1.47(60)(7.5) = 661.5 or 665 ft [0.278(100)(7.5)=208.5 or 210 m],rounded for design. A passenger car turning left onto a four-lane undivided roadway will need to cross two near lanes, rather than one. This,increases the recommended ;gap in major-road,traffic from 7.5 to 8.0 s. The corresponding value of sight distance for this example would be 706 ft [223 m].If the minor-road ap roach to such an intersection is located do a 4 percent upgrade, then the time gap selected for intersection sight distance design for left turns should be increased from 8.0 to 8.8 s, equivalent to an increase of 0.2 s for each percent grade. The design values for intersection sight distance for passenger cars are shown in Table 9-7. No adjustment of the recommended sight distance values for the major-road grade is generally needed because both the major-and minor-road vehicle will be on the same grade when depart- ing from the intersection. However, if the minor-road design vehicle is a heavy truck and the intersection is located near a sag vertical curve with grades over 3 percent,then an adjustment to extend the recommended sight distance based on the major-road grade should be considered. 890 9-46 A Policy on Geometric Design of Highways and Streets Table 9-7. Design Intersection Sight Distance—Case 131, Left Turn from Stop U.S. Customary Metric Intersection Sight Intersection Sight Design Stopping Distance for Design Stopping Distance for Distance Distance Speed Sight Passenger Cars Speed Sight Passenger Cars (mph) (ft) Calculated Design (km/h) (m) Calculated Design (ft) (ft) (m) (m) 15 80 165.4 170 20 20 41.7 45 20 115 220.5 225 30 35 62.6 65 25 155 275.6 280 40 50 83.4 85 30 200 330.8 335 50 65 104.3 105 35 250 385.9 390 60 85 125.1 130 40 305 441.0 445 70 105 146.0 150 45 360 496.1 500 80 130 166.8 170 50 425 551.3 555 90 160 187.7 190 55 495 606.4 610 100 185 208.5 210 60 570 661.5 665 110 220 229.4 230 65 645 716.6 720 120 250 250.2 255 70 730 7.71.8 775 130 285, ; 271.1 27S 75 820 826.9 830 80 910 i 882.0 885 Note: Intersection sight distance shown is fora stopped passenger ear to turn left onto a two-lane highway with,no median,and grades 3 percent or less. For other conditions,the time gap, should be adjusted and the sight distance recalculated. Sight distance design for left turns at intersections on divided roads or streets should consider multiple design vehicles and median width. If the design vehicle used to determine sight dis- tance for an intersection on a divided road or street is larger than a passenger car, then sight distance for left turns should be checked for that selected design vehicle and for a passenger car as well. If the median on a divided road or street is wide enough to store the design vehicle with a clearance to the through lanes of approximately 3 ft [1 m] at both ends of the vehicle,no sepa- rate analysis for the departure sight triangle for left turns is needed on the minor-road approach for the near roadway to the left. In most cases,the departure sight triangle for right turns (Case 132)will provide sufficient sight distance for a passenger car to cross the near roadway to reach the median. Possible exceptions are addressed in the discussion of Case B3. If the design vehicle can be stored in the median with adequate clearance to the through lanes, a departure sight triangle to the right for left turns should be provided for that design vehicle turning left from the median roadway.Where the median is not wide enough to store the design vehicle, a departure sight triangle should be provided for that design vehicle to turn left from the minor-road approach. 891 Intersections 9-47 The median width should be considered in determining the number of lanes to be crossed. The median width should be converted to equivalent lanes. For example, an 18-ft [5.5-m] median should be considered as one and a half additional lanes to be crossed in applying the multilane roadway adjustment for time gaps in Table 9-6. Furthermore, a departure sight triangle for left turns from the median roadway should be provided for the largest design vehicle that can be stored on the median roadway with adequate clearance to the through lanes. If the sight distance along the major road shown in Figure 9-17,including any appropriate ad- justments,cannot be provided,then consideration should be given to installing regulatory speed signing on the major-road approaches. For left-turns onto a one-way roadway,time gaps based on Case B2(see below)can be applied in determining the sight triangle needed for looking at vehicles approaching from the right. 9.5.3.2.2 Case 132—Right Turn from the Minor Road A departure sight triangle for traffic approaching from the left like that shown in Figure 9-17 should be provided for right turns from the minor road onto the major road. The intersection sight distance for right turns is determined in the same manner as for Case B 1, except that the time gaps-(tg) in Table 9-6 should be adjusted, Field observations indicate that,in making right turns, drivers generally accept gaps,that are slightly shorter than those accepted in making left turns (21). The time gaps in Table 9-6 can be decreased by 1.0 s for right-turn maneuvers with- out undue interference with major-road traffic. The'se adjusted time gaps for the right turn from the minor road'are shown in Table 9-8. Design values based on these adjusted time gaps are shown in Table 9-9 for passenger cars. This 1.0-s reduction in the time gap applies only where turns are limited to right turns; where left turns are also permitted, the time gaps for Case B1 from Table 9-5 apply. When the minimum recommended sight distance for a right-turn ma- neuver cannot be provided, even with the reduction of 1.0 s from the values in Table 9-6, con- sideration should be given to installing regulatory speed signing or other traffic control devices on the major-road approaches. Table 9-8. Time Gap for Case 132—Right Turn from Stop Design Vehicle Time Gap,(t)(s)at Design Speed of Major;Road Passenger car 6.5 Single-unit truck 8.5 Combination truck 10.5 Note:Time gaps are for a stopped vehicle to turn right onto or to cross a two-lane roadway with no median and with minor-road approach grades of 3 percent or less.The table values should be adjusted as follows: For minor-road approach grades—If the approach grade is an upgrade that exceeds 3 percent, add 0.1 s for each percent grade by which the approach grade exceeds zero percent. 892 9-48 A Policy on Geometric Design of Highways and Streets Table 9-9. Design Intersection Sight Distance—Case B2, Right Turn from Stop U.S. Customary Metric Design Stopping Intersection Sight Design Stopping Intersection Sight Speed Sight Distance for Speed Sight Distance for (mph) Distance Passenger Cars (km/h) Distance Passenger Cars (ft) Calculated Design (m) Calculated Design (ft) (ft) (m) (m) 15 80 143.3 145 20 20 36.1 40 20 115 191.1 195 30 35 54.2 55 25 155 238.9 240 40 50 72.3 75 30 200 286.7 290 50 65 90.4 95 35 250 334.4 335 60 85 108.4 110 40 305 382.2 385 70 105 126.5 130 45 360 430.0 430 80 130 144.6 145 50 425 477.8 480 90 160 162.6 165 55 495 525.5 530 100 185 180.7 185 60 570 573.3 575 110 220 198.8 200 65 645 621.1 625 120 250 216.8 220 70 730 668.9 670 130 285 234.9 235, 75 820 716.6 720 80 910 764.4 765, Note: Intersection sight distance shown is for a Stopped passenger car to turn right onto or to cross a two-lane roadway wjth no median and with,,grades of 3 percent or Mess. For other conditions, the time gap should be adjusted and the sight distance recalculated. 9.5.3.2.3 Case 133—Crossing Maneuver from the Minor Road In most cases, the departure sight triangles for left and right turns onto the major road, as de- scribed for Cases B 1 and B2,will also provide adequate sight distance for minor-road vehicles to cross the maj or road.However,in the following situations,it is advisable to check the availabil- ity of sight distance for crossing maneuvers: 0 where left or right turns or both are not permitted from a particular approach and the cross- ing maneuver is the only legal maneuver; 0 where the crossing vehicle would cross the equivalent width of more than six lanes;or 0 where substantial volumes of heavy vehicles cross the roadway and steep grades that might slow the vehicle while its back portion is still in the intersection are present on the departure roadway on the far side of the intersection. The equation for intersection sight distance in Case BI (see Equation 9-1)is used again for the crossing maneuver except that time gaps (tg) are the same as those for the Right Turn from Stop maneuver, which presents time gaps and appropriate adjustment factors to determine the intersection sight distance along the major road to accommodate crossing maneuvers. At divid- 893 Intersections 9-49 ed roadway intersections, depending on the relative magnitudes of the median width and the length of the design vehicle, intersection sight distance may need to be considered for crossing both roadways of the divided roadway or for crossing the near roadway only and stopping in the median before proceeding. The application of adjustment factors for median width and grade is discussed under Case B1. The time gaps for use in determining intersection sight distance for crossing maneuvers are shown in Table 9-10.Table 9-11 shows the design values for passenger cars for the crossing ma- neuver based on the unadjusted time gaps in Table 9-10.For major roads with less than six lanes for both directions of travel combined,the provision of sight triangles for Cases B 1 and B2 at an intersection will also provide sufficient sight distance for Case B3. Table 9-10. Time Gap for Case B3, Crossing Maneuver from the Minor Road Design Vehicle Time Gap(tg)(s)at Design Speed of Major Road Passenger car 6.5 Single-unit truck 8.5 Combination truck 10.5 Note:Tirane gaps are for a stopped vehicle to cross a,two lane highway with no median and with minor road approach grades of 3,percent or less.The table values should be adjusted as follows: For multilane roadways or medians—For crossing maneuvers that cross roadways with more than two lanes, including turn lanes,add 0.5 sfor passenger cars or 0.7 s for trucks for each additional lane,from the left,,in excess;,of two,to be crossecl by the turning vehicle. Median widths should be converted,to equivalent lanes;for example, an 18 ft[5.5 m] median would be equal to one and'a half lanes and would need arradditional time gap of'0.75 s for passenger cars and 1.05 s for trucks. For minor-road approach grades—If the approach grade is an upgrade that exceeds 3 percent, add 0.2 s for each percent grade by which the approach grade exceeds zero percent. 894 9-50 A Policy on Geometric Design of Highways and Streets Table 9-11. Design Intersection Sight Distance—Case 133, Crossing Maneuver U.S. Customary Metric Design Stopping Intersection Sight Design Stopping Intersection Sight Speed Sight Distance for Speed Sight Distance for (mph) Distance Passenger Cars (km/h) Distance Passenger Cars (ft) Calculated Design (m) Calculated Design (ft) (ft) (m) (m) 15 80 143.3 145 20 20 36.1 40 20 115 191.1 195 30 35 54.2 55 25 155 238.9 240 40 50 72.3 75 30 200 286.7 290 50 65 90.4 95 35 250 334.4 335 60 85 108.4 110 40 305 382.2 385 70 105 126.5 130 45 360 430.0 430 80 130 144.6 145 50 425 477.8 480 90 160 162.6 165 55 495 525.5 530 100 185 180.7 185 60 570 573.3 575 110 220 198.8 200 65 645 621.1 625 120 250 216.8 220 70 730 668.9 670 130 285 234.9 + 235 75 820 1 7M6 T 720 80 910 1 764.4 J, 7�65„- Note: Intersection sight distance shown,is for a stopped passenger scar to turn right onto or to cross a two-lane roadway with no median and with grades of 3 percent or less. For other conditions,the time gap should be adjusted and the sight distance recalculated. 9.5.3.3 Case C—Intersections with Yield Control on the Minor Road Drivers approaching yield signs are permitted to enter or cross the major road without stopping, if there are no potentially conflicting vehicles on the major road. The sight distances needed by drivers on yield-controlled approaches exceed those for stop-controlled approaches. For four-leg intersections with yield control on the minor road,two separate pairs of approach sight triangles like those shown in Figure 9-16 should be provided. One set of approach sight triangles is needed to accommodate crossing the major road and a separate set of sight triangles is needed to accommodate left and right turns onto the major road. Both sets of sight triangles should be checked for potential sight obstructions. For three-leg intersections with yield control on the minor road, only the approach sight trian- gles to accommodate left- and right-turn maneuvers need be considered, because the crossing maneuver does not exist. Both approach and departure sight triangles for intersections with yield control on the minor road should be considered for two situations: 895 Intersections 9-51 0 Case C 1—Crossing Maneuver from the Minor Road 0 Case C2—Left- and Right-Turn Maneuvers 9.5.3.3.1 Case CI—Crossing Maneuver from the Minor Road The length of the leg of the approach sight triangle along the minor road to accommodate the crossing maneuver from a yield-controlled approach (distance a, in Figure 9-16) is given in Table 9-12. Distance a is longer than distance al as defined in Section 9.5.2.1, "Approach Sight Triangles.". The distances in Table 9-12 are based on the same assumptions as those for Case A except that, based on field observations, minor-road vehicles that do not stop are assumed to decelerate to 60 percent of the minor-road design speed rather than 50 percent. Sufficient travel time for the major road vehicle should be provided to allow the minor-road vehicle: (1)to travel from the decision point to the intersection, while decelerating at the rate of 5 ft/s2 [1.5 m/s2] to 60 percent of the minor-road design speed; and then (2)to cross and clear the intersection at that same speed. The intersection sight distance along the major road to accommodate the crossing maneuver (distance b in Figure 9-16) should be computed with the following equations: U.S.Customary Metric t m,o t + l zo,"4 + (l.�iG mm, 0.A1" 711AL�,$p(` 19717 7f'!I' ((1-1 / b=1.47V,.30,im b . 1,8 rrm IN �E" \7 G where: where: tg=travel time to reach and clear the major tg=travel time to reach and clear the major road(s) road(s) b=length of leg of sight triangle along the b=length of leg of sight triangle along the major road(ft) major road(m) to=travel time to reach the major road from to=travel time to reach the major road from the decision point for a vehicle that does the decision point for a vehicle that does not stop(s) (use appropriate value for not stop (s)(use appropriate value for the minor-road design speed from Table the minor-road design speed from Table 9-12 adjusted for approach grade,where 9-12 adjusted for approach grade,where appropriate) appropriate) w=width of intersection to be crossed(ft) w=width of intersection to be crossed(m) La=length of design vehicle(ft) La=length of design vehicle(m) V o = design speed of minor road (mph) V m = design speed of minor road (km/h) V �o = design speed of major road(mph) V . = design speed of major road (km/h) 896 9-52 A Policy on Geometric Design of Highways and Streets Table 9-12. Case Cl-Crossing Maneuvers from Yield-Controlled Approaches, Length of Minor Road Leg and Travel Times U.S. Customary Metric Minor-Road Travel Minor-Road Travel Design Approach Time(t) (s) Design Approach Time(t) (s) Speed Length Travel Calcu- Speed Length Travel Calcu- (mph) of Lega Time lated Design (km/h) of Lega Time lated Design (ft) tQa,b(s) Value Value (m) tQa,b(s) Value Value°,' 15 75 3.4 6.7 6.7 20 20 3.2 7.1 7.1 20 100 3.7 6.1 6.5 30 30 3.6 6.2 6.5 25 130 4.0 6.0 6.5 40 40 4.0 6.0 6.5 30 160 4.3 5.9 6.5 50 55 4.4 6.0 6.5 35 195 4.6 6.0 6.5 60 65 4.8 6.1 6.5 40 235 4.9 6.1 6.5 70 80 5.1 6.2 6.5 45 275 5.2 6.3 6.5 80 100 5.5 6.5 6.5 50 320 5.5 6.5 6.5 90 115 5.9 6.8 6.8 55 370 5.8 6.7 6.7 100 135 6.3 7.1 7.1 60 420 6.1 6.9 6.9 110 155 6.7 7.4 7.4 65 470 &A 7.2 7.2 120 _k 180 TO 73 7.7 70 530 6.7 7.4 7.4 130 205 7.4 8.0 8.0 75 590 7.0 7.7 7.7 80 660 7.3 7.9 7.9 a For minor-road approach;rjades that exceed 3 perceh,t,multiply the distance or the time in this table by the appropriate adjustment factor from Table 9-5. b Travel time applies to a vehicle that slows before crossing the intersection but does not stop. c The value of tg should equal or exceed the appropriate time gap for crossing the major road from a stop-con- trolled approach. d Values shown are for a passenger car crossing a two-lane roadway with no median and with minor-road approach grades of 3 percent or less. The value of t should equal or exceed the appropriate travel time for crossing the major road from a stop-controlled approach, as shown in Table 9-8. The design values for the time gap (t) shown in Table 9-12 incorporate these crossing times for two-lane roadways and are used to develop the length of the leg of the sight triangle along the major road in Table 9-13. The distances and times in Table 9-12 should be adjusted for the grade of the minor-road ap- proach using the factors in Table 9-5.If the major road is a divided roadway with a median wide enough to store the design vehicle for the crossing maneuver,then only crossing of the near lanes needs to be considered and a departure sight triangle for accelerating from a stopped position in the median should be provided as described in Case B3. For median widths not wide enough to store the design vehicle,the crossing width should be adjusted as discussed in Case B1. 897 Intersections 9-53 9.5.3.3.2 Case C2—Left-and Right-Turn Maneuvers The length of the leg of the approach sight triangle along the minor road to accommodate right turns without stopping (distance a, in Figure 9-16) should be 82 ft [25 m]. This distance is based on the assumption that drivers making left and right turns without stopping will slow to a turning speed of 10 mph [16 km/h]. Distance a2 for left turns is longer than distance a,for right turns as defined in Section 9.5.2.1, "Approach Sight Triangles." The leg of the approach sight triangle along the major road(distance b in Figure 9-16)is similar to the major-road leg of the departure sight triangle for a stop-controlled intersection in Cases B1 and B2. However, the time gaps in Table 9-6 should be increased by 0.5 s to the values shown in Table 9-14. The appropriate lengths of the sight triangle leg are shown in Table 9-15 for passenger cars.The minor-road vehicle needs 3.5 s to travel from the decision point to the in- tersection. This represents additional travel time that is needed at a yield-controlled intersection, but is not needed at a stop-controlled intersection(Case B).However,the acceleration time after entering the major road is 3.0 s less for a yield sign than for a stop sign because the turning vehi- cle accelerates from 10 mph [16 km/h] rather than from a stop condition. The net 0.5-s increase in travel time for a vehicle turning from a yield-controlled approach is the difference between the 3.5-s increase in travel time and the 3.0-s reduction in travel time. Departure sight triangles like;those'provided for stop-controlled approachcs'(see Cases B1,B2, and 133) should also be,provided for yield-controlled approaches to accommodate minor-road vehicles that stop at the yield sign to avoid conflicts with major-road vehicles. However, since approach sight'triangles for turning maneuvers at yield-controlled approaches are larger than the departure sight triangles used at stop-controlled intersections,no specific check of departure sight triangles at yield-controlled intersections should be needed. Yield-controlled approaches generally need greater sight distance than stop-controlled ap- proaches, especially at four-leg yield-controlled intersections where the sight distance needs of the crossing maneuver should be considered. If sight distance sufficient for yield control is not available,use of a stop sign instead of a yield sign should be considered. In addition,at locations where the recommended sight distance cannot be provided,consideration should be given to in- stalling regulatory speed signing or other traffic control devices at the intersection on the major road to reduce the speeds of approaching vehicles. 898 9-54 A Policy on Geometric Design of Highways and Streets Table 9-13.Length of Sight Triangle Leg along Major Road—Case C1,Crossing Maneuverat Yield-Controlled Intersections U.S. Customary Major Road Stopping Design Values (ft) Design Sight Minor-Road Design Speed (mph) Speed (mph) Distance(ft) 15 20-50 55 60 65 70 75 80 15 80 150 145 150 155 160 165 170 175 20 115 200 195 200 205 215 220 230 235 25 155 250 240 250 255 265 275 285 295 30 200 300 290 300 305 320 330 340 350 35 250 345 335 345 360 375 385 400 410 40 305 395 385 395 410 425 440 455 465 45 360 445 430 445 460 480 490 510 525 50 425 495 480 495 510 530 545 570 585 55 495 545 530 545 560 585 600 625 640 60 570 595 575 595 610 640 655 680 700 65 645 645 625 645 660 690 710 740 755 70 730 690 670 690 715 745 765 795 815 75 820 + 740 720 740 765 795 820 850 875 80 910 790 765 790,J815 850 875 910 930 ,/ / s Major Road ping Desig",, a (m) Design Speed Sight Minor-Road Design Speed (km/h) (km/h) Distance(m) 20 30-80 90 100 110 120 130 20 20 40 40 40 40 45 45 45 30 35 60 55 60 60 65 65 70 40 50 80 75 80 80 85 90 90 50 65 100 95 95 100 105 110 115 60 85 120 110 115 120 125 130 135 70 105 140 130 135 140 145 150 160 80 130 160 145 155 160 165 175 180 90 160 180 165 175 180 190 195 205 100 185 200 185 190 200 210 215 225 110 220 220 200 210 220 230 240 245 120 250 240 220 230 240 250 260 270 130 285 260 235 250 260 270 280 290 Note:Values in the table are for passenger cars and are based on the unadjusted distances and times in Table 9-12.The distances and times in Table 9-12 need to be adjusted using the factors in Table 9-5. 899 Intersections 9-55 Table 9-14. Time Gap for Case C2, Left or Right Turn at Yield-Controlled Intersections Design Vehicle Time Gap (t)(s)� Passenger car 8.0 Single-unit truck 10.0 Combination truck 12.0 Note:Time gaps are for a vehicle to turn right or left onto a two-lane roadway with no median.The table values should be adjusted for multilane roadways: For multilane roadways or medians-For left turns onto two-way roadways with more than two lanes, including turn lanes, add 0.5 s for passenger cars or 0.7 s for trucks for each additional lane, from the left, in excess of one,to be crossed by the turning vehicle. Median widths should be con- verted to equivalent lanes;for example,an 18 ft [5.5 m] median would be equal to one and a half lanes and would need an additional time gap of 0.75 s for passenger cars and 1.05 s for trucks. For right turns, no adjustment is needed. Table 9-15.Design Intersection Sight Distance-Case C2,Left or Right Turn at Yield-Controlled Intersections U.S. Customary Metric Sto in Length of Leg Sto in Length of Leg Desi r Desic i' n er Cars er Car��/ �� t �t g Spe Di ; ii!(f NIV17/mi", %, Spe, Distance (mp / / culate �// Desi (km/ % ulated Design 15 80 176.4, 180 20 20 44.5 45 20 115 235.2 240 30 35 66.7 70 25 155 294.0 295 40 50 89.0 90 30 200 352.8 355 50 65 111.2 115 35 250 411.6 415 60 85 133.4 135 40 305 470.4 475 70 105 155.7 160 45 360 529.2 530 80 130 177.9 180 50 425 588.0 590 90 160 200.2 205 55 495 646.8 650 100 185 222.4 225 60 570 705.6 710 110 220 244.6 245 65 645 764.4 765 120 250 266.9 270 70 730 823.2 825 130 285 289.1 290 75 820 882.0 885 80 910 940.8 945 Note: Intersection sight distance shown is for a passenger car making a right or left turn without stopping onto a two-lane road. 9.5.3.4 Case D-Intersections with Traffic Signal Control At signalized intersections, the first vehicle stopped on one approach should be visible to the driver of the first vehicle stopped on each of the other approaches. Left-turning vehicles should have sufficient sight distance to select gaps in oncoming traffic and complete left turns. Apart 900 9-56 A Policy on Geometric Design of Highways and Streets from these sight conditions, there are generally no other approach or departure sight triangles needed for signalized intersections. Signalization may be an appropriate crash countermeasure for higher volume intersections with restricted sight distance that have experienced a pattern of sight-distance related crashes. However,if the traffic signal is to be placed on two-way flashing operation(i.e.,flashing yellow on the major-road approaches and flashing red on the minor-road approaches)under off-peak or nighttime conditions, then the appropriate departure sight triangles for Case B, both to the left and to the right, should be provided for the minor-road approaches. In addition, if right turns on a red signal are to be permitted from any approach,then the appropriate departure sight triangle to the left for Case B2 should be provided to accommodate right turns from that approach. 9.5.3.5 Case E—Intersections with All-Way Stop Control At intersections with all-way stop control,the first stopped vehicle on one approach should be visible to the drivers of the first stopped vehicles on each of the other approaches. There are no other sight distance criteria applicable to intersections with all-way stop control and, indeed, all-way stop control may be the best option at a limited number of intersections where sight distance for other control types cannot be attained. However, if the projected traffic volumes indicate that the intersection may need to be signalized within a few years; then consideration should be given to providing sight distances for Case 0.The Case U sight distances do not differ markedly from the Case E sight distances except where provision is made to accommodate two- way flashing operation and or right turn an red at the future signal. 9.5.3.6 Case F—Left Turns from the Major Road All locations along a major roadway from which vehicles are permitted to turn left across op- posing traffic, including intersections and driveways, should have sufficient sight distance to accommodate the left-turn maneuver. Left-turning drivers need sufficient sight distance to de- cide when to turn left across the lane(s)used by opposing traffic. Sight distance design should be based on a left turn by a stopped vehicle, since a vehicle that turns left without stopping would need less sight distance.The sight distance along the major road to accommodate left turns is the distance traversed at the design speed of the major road in the travel time for the design vehicle given in Table 9-16. 901 Intersections 9-57 Table 9-16-Time Gap for Case F, Left Turns from the Major Road Design Vehicle Time Gap,(t)(s)at Design Speed of'Major:Road Passenger car 5.5 Single-unit truck 6.5 Combination truck 7.5 Note:Time gaps are for a stopped vehicle turning left from a two-lane highway with no median For multilane and/or divided roadways-For left turns on two-way roadways across more than one opposing lane, including turn lanes, add 0.5 s for passenger cars or 0.7 s for trucks for each additional lane to be crossed in the left-turn maneuver in excess of one lane.Where the left-turn- ing vehicle must pass through a median,the median width should be converted to an equivalent number of lanes;for example,an 18-ft [5.5-m] median would be equivalent to one and a half lanes and crossing through the median would require an additional 0.75 s for a passenger car and 1.05 s for a truck.The table also contains appropriate adjustment factors for the number of major-road lanes to be crossed by the turning vehicle.The unadjusted time gap in Table 9-16 for passenger cars was used to develop the sight distances in Table 9-17. Table 9-17. Intersection Sight Distance-Case F, Left Turn from the Major Road U.S. Customary Metric Intersection Intersection Des' /�igl o ling / „ istance ,,,,, fig, /,,,//„ Distance Spee /f /% ' Spee" � assenger Cars ( p Dista,/ /g Distance m 'i Desl i(km/h'IF C lated Design (ft �/i � �� % 15 80 121.3 125 20 20 30.6 35 20 115 161.7 165 30 35 45.9 50 25 155 202.1 205 40 50 61.2 65 30 200 242.6 245 50 65 76.5 80 35 250 283.0 285 60 85 91.7 95 40 305 323.4 325 70 105 107.0 110 45 360 363.8 365 80 130 122.3 125 50 425 404.3 405 90 160 137.6 140 55 495 444.7 445 100 185 152.9 155 60 570 485.1 490 110 220 168.2 170 65 645 525.5 530 120 250 183.5 185 70 730 566.0 570 130 285 198.8 200 75 820 606.4 610 80 910 646.8 650 Note:Intersection sight distance shown is for a passenger car making a left turn from an undivided roadway. For other conditions and design vehicles,the time gap should be adjusted and the sight distance recalculated. If stopping sight distance has been provided continuously along the major road and if sight dis- tance for Case B (stop control) or Case C(yield control)has been provided for each minor-road 902 9-58 A Policy on Geometric Design of Highways and Streets approach,sight distance will generally be adequate for left turns from the major road.Therefore, no separate check of sight distance for Case F may be needed. However, at three-leg intersections or driveways located on or near a horizontal curve or crest vertical curve on the major road, the availability of adequate sight distance for left turns from the major road should be checked. In addition, the availability of sight distance for left turns from divided roadways should be checked because of the possibility of sight obstructions in the median. At four-leg intersections on divided roadways,opposing vehicles turning left can block a driver's view of oncoming traffic. Figure 9-40,presented in Section 9.7.3,illustrates intersection designs that can be used to offset the opposing left-turn lanes and provide left-turning drivers with a better view of oncoming traffic. 9.5.3.7 Case G—Roundabouts Similar in application to other intersection types, a roundabout needs intersection sight distance so that drivers on a yield-controlled approach to the roundabout can decide when to proceed into the roundabout. Drivers entering a roundabout need to see and react to the presence of po- tentially conflicting vehicles. Specifically, drivers entering a roundabout need to see potentially conflicting vehicles along the circulatory roadway and vehicles entering the roundabout from the immediate upstream entry.NCHRP Report 672,Roundabouts:An Informational Guide (41), presents a procedure for determining sight distances for use in the design of roundabouts. The report indicates that, based on international experience, it is advantageous to provide only the minimum sight distance needed at a roundabout. Additional intersection sight distance could result in higher vehicle speeds that may increase conflicts between motor vehicles,bicyclists,and pedestrians. Landscaping within the central island can be effective in restricting sight distance to the minimum needed while creating a"terminal vista" on the approach to improve visibility of the central island. 9.5.4 Effect of Skew Where two roadways intersect at an angle less than 75 degrees or greater than 105 degrees, and where conversion to a roundabout or realignment to increase the angle of intersection is not jus- tified, some of the factors for determination of intersection sight distance may needadjustment. Each of the clear sight triangles described above are applicable to oblique-angle intersections. As shown in Figure 9-18,the legs of the sight triangle will lie along the intersection approaches and each sight triangle will be larger or smaller than the corresponding sight triangle would be at a right-angle intersection.The area within each sight triangle should be clear of potential sight obstructions as described previously. 903 Intersections 9-59 At an oblique-angle intersection, the length of the travel paths for some turning and crossing maneuvers will be increased. The actual path length for a turning or crossing maneuver can be computed by dividing the total widths of the lanes (plus the median width, where appropriate) to be crossed by the sine of the intersection angle. If the actual path length exceeds the total widths of the lanes to be crossed by 12 ft [3.6 m] or more, then an appropriate number of ad- ditional lanes should be considered in applying the adjustment for the number of lanes to be crossed shown in Table 9-6 for Case B1, Table 9-8 for Case B2, and Table 9-10 for Case B3. For Case Cl, the w term in the equation for the major-road leg of the sight triangle to accom- modate the crossing maneuver should also be divided by the sine of the intersection angle to obtain the actual path length. In the obtuse-angle quadrant of an oblique-angle intersection,the angle between the approach leg and the sight line is often so small that drivers can look across the full sight triangle with only a small head movement. However, in the acute-angle quadrant, drivers often need to turn their heads considerably to see across the entire clear sight triangle. For this reason, it is recommended that the sight distance criteria for Case A not be applied to oblique-angle intersections and that sight distances at least equal to those for Case B should be provided,whenever practical. B An of Intersection (e) - - -------------------------------------- - =' C IN,Major Road Acute Angle Intersection ISD Case B2,B3,C1,or C2 ISD Case 131,B3,C1,or C2 as �o (Acute Intersection shown) o� IN, WZ sin6 Figure 9-18. Sight Triangles at Skewed Intersections 904 Memorandum APPENDIX G: Crash Data Memo (KBP Consulting, INC.) 905 KBP CONSULTING, INC. MEMORANDUM To: Janene Sclafani Naresh Kotari Vivek Reddy, P.E. From: Karl Peterson, P.E. Date: July 2, 2024 Subject: Mixed-Use Development—(File No. 2022-053) Crash Reports The proposed Mixed-Use Development in Tavernier consists of a supermarket (Publix), a liquor store, and multifamily affordable housing community. Vehicular access to the site is proposed via one (1) driveway located on the northbound lanes of Overseas Highway / US 1. This driveway will be located near mile marker 92.5 and opposite the median connector roadway located on the south side of the existing Mobil gas station at 92439 Overseas Highway. As requested by the project team, we have conducted a review of the crash history at the intersection formed by the subject median connector roadway and the northbound lanes of Overseas Highway/US 1. The Signal Four Analytics crash database was queried with respect to events that have occurred in the general vicinity of the subject driveway for a ten-year period between January 1, 2014, and December 28, 2023. Attachment A to this memorandum contains screenshots from the Signal Four Analytics portal. During the referenced ten-year time period, the state of Florida's crash database indicates that six (6) crashes occurred at the subject location. The detailed crash reports are presented in Attachment B. A summary of each crash is provided below: • Crash #83807498. This single-vehicle crash occurred on January 16, 2015, at 5:00 AM. The vehicle was traveling in the northbound lanes of Overseas Highway when the driver of this vehicle lost control for unknown reasons. There were no contributing causes and no apparent injuries as the driver fled the scene. • Crash#86412086. This crash occurred on March 13, 2017, at 10:00 PM in the southbound lanes of Overseas Highway. This was a rear-end crash and the driver at fault was cited for careless driving. • Crash#88337232. The date and time of this crash was March 16, 2021, at 8:49 PM. This crash occurred in the northbound lanes of Overseas Highway and involved a vehicle that was stopped in the right(outside) lane due to a construction related lane closure. The result was a rear end collision and careless driving was the cause. S ('luilC'lu II�4oIiilh �Ill liiliie s'lt.,,Y I,)rlw 4°Stdila 3111'lu1'i,....."'iiiilsalirec, 32221.. ..IIbW' (954)5150-.711..ii']113 IIC:&c (954)582...(]1!i !'i 906 KBP CONSULTING, INC. • Crash #24972407. This crash occurred on November 17, 2022, at 4:00 PM. This crash involved two (2) vehicles traveling in the northbound lanes of Overseas Highway. The vehicle traveling in the outside lane failed to observe another vehicle traveling in the inside lane and turned in front of that vehicle. Failure to yield the right-of-way was the charge. • Crash #24972409. This crash occurred on November 29, 2022, at 2:47 PM. This crash was similar to the previous crash in that it involved two (2) vehicles traveling in the northbound lanes of Overseas Highway and the vehicle in the outside lane turned in front of the vehicle in the inside lane. In this case,the charge was an improper lane change. • Crash #25075918. This crash occurred on June 12, 2023, at 8:02 AM. This crash is similar to the previous two crashes. A vehicle traveling in the outside lane of the northbound lanes of Overseas Highway made an improper lane change that resulted in a crash with another vehicle traveling in the inside lane. In this case, the charge was an improper lane change. Findings In summary, the six (6) crashes that have occurred in the study area over the 10-year period ending in December 2023 were primarily classified as either rear-end crashes or sideswipe crashes. Based upon the crash data reported by the state, there were no crashes during the ten-year time period involving eastbound vehicles on the median connector roadway (approaching the northbound lanes of Overseas Highway) at the location of the driveway that will serve the proposed Mixed-Use Development in Tavernier. ('IuiIC'lu II�4oIiilh �Ill liiliie s'lt''.Y I'Xlw 4 St lii'te 3111'lu1'),....."'iiiilsalirec, IIC":Ili:ilrlda 32221.. ..IIbW' (954)5150-.711..ii']113 IIC:&c (954)582...(],!id1'i 907 Attachment A Signal Four Analytics Output 908 AaYEf ICS EVENT ANALYSIS a Search Crashes ii r irr � i r s �� I r mjurysumm y �..rr�rn< ni .,ores i i ca arrlbures Total IFetalCrashes Serious Injury Crashes Injury Crashes Crashes a 0 0 1 ly I a rt n g �a Causwariyr oil 0 0 0 '•,1 � r'°iy \W'Nry�A'.� 4 r;t.;� W�w;:ij ., ry L JSy „ y s," 909 \ ^ \ ) Alcohol Involved ) { \ E } G \ 4 \ 2 0 Yp' 5 , , , , yes 0 No y2 mgd } m Night — Day u 910 Crash Severity vs C�rais,h Type Angle Aninial Bicycle Head On Left TUIM Off Road C-Mier PedesNan Rear Eind IR�g lit T U lrll Rcfllover Sldesw�pe Llriknctwn Cli -0 4 911 Attachment B Detailed Crash Reports 912 FLORIDA TRAFFIC CRASH REPORT HIGHWAY SAFETY&MOTOR VEHICLES, LONG FORM❑X SHORT FORM ❑ UPDATE TRAFFIC CRASH RECORDS NEIL KIRKMAN BUILDING,TALLAHASSEE,FL 32399-0537 (Electronic Version) Date of Crash Time of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 16/Jan/2015 05:00 AM 16/Jan/2015 05:00 AM 16/Jan/2015 08:21 AM FHPE15OFF002705 83807498 CRASH IDENTIFIERS County Cade City Code County of Crash Place or City of Crash Within City Limits Time Reported Time Dispatched 38 52 MONROE TAVERNIER No 16/Jan/2015 16/Jan/2015 07:50 AM 07:53 AM Time on Scene Time Cleared Scene Completed Reason(if Investigation NOT Completed) Notified By 16/Jan/2015 16/Jan/2015 0911 Yes Law Enforcement 08:15 AM AM ROADWAY INFORMATION Crash Occured On Street,Road,Highway 0 At Street Address# At Lattitude and Longitude US-1(STATE ROAD 5)NB MM92 25.015532617365601 -80.511651405018497 At Feet Or Miles Direction OFrom Intersection With Street,Road,Highway 0 Or From Milepost# 300 South GARDEN STREET Road System Identifier Type Of Shoulder Type Of Intersection 2 U.S. 2 Unpaved 1 Not at Intersection CRASH INFORMATION(Check if Pictures Taken) ❑ light Condition Weather Condition Roadway Surface Condition School Bus Related Manner Of Collision 5 Dark-Not Lighted 2 Cloudy 1 Dry 1 No 77 Other,Explain in Narrative First Harmful Event Type First Harmful Event First Harmful Event Location Within Interchange First Harmful Event Relation to Junction 9 2 Off Roadway No 1 Non.Junction Contributing Circumstances:Road Contributing Circumstances:Road Contributing Circumstances:Road 1 None Contributing Circumstances:Environment Contributing Circumstances:Environment Contributing Circumstances:Environment 1 None Work Zone Related Crash In Work Zone Type Of Work Zone Workers In Work Zone Law Enforcement In Work Zone 1 No VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 1 1 Vehicle in Transport 1 No 504NOI FL 06/Apr/2015 No 1HGCM56334AO31891 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2004 HOND ACCORD 4D GRY Disabling 6500 No GUYS TOWING Rotation Insurance Company Insurance Policy Number Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Cade JESSIE MORENO 129 SABAL AVE TAVERNIER FL 33070-2959 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle �Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North USA(STATE ROAD 5)NB MM92 50 45 2 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) 2 3 4 e 5 ' 18.Undercarriage 2 3 a s 6 ' 18.Undercarriage I'll::� 1s 1s n $ 19.Overturn 1 1s 1s n $ 19.Overturn 20.Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class a 1a 12 11 10 e 21.Trailer 14 13 12 11 10 e 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 1 Passenger Car 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 15 Negotiating a Curve 4 Two-Way,Divided, 1 Level 1 Straight 3 Collision with Fixed Object 32 Tree(standing) Positive Median Barrier Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 3 Collision with Fixed Object 32 Tree(standing) NARRATIVE 913 HSMV 90010 S Page 1 of 3 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 16/Jan/2015 05:00 AM 16/Jan/2015 05:00 AM FHPE15OFF002705 83807498 --------------------------------------------------------------------------------------g------y-------------------------- Rank Name Ph ne ate D Number TROOPERJ.F.BURGOS Troop I Post Officer FLORIDA HeIGHWAY PATROL Number D Created 305-470-2500Ja 16,2015 01 was traveling northbound on the inside lane on US-1(SR-5).For unknown reasons,the driver of V01 lost control of the vehicle and skidded towards the outside lane. he driver of V01 tried to steer back into the lane but over corrected causing V01 to yaw in a counterclockwise direction into the tree line located in the median of US-1(SR-5).As a result,the passenger side of V01 collided into the trees in the median.Upon my arrival at the scene,V01 was at final rest facing in a south direction longside the trees. 01 was abandoned as the drive of V01 had fled the scene.We located the registered owner of V01,who stated that he didn't know who had driven his vehicle at the time f the accident. REPORTING OFFICER ID/Badge# Rank and Name Department Type of Department 2286 TROOPER J.F.BURGOS FLORIDA HIGHWAY PATROL FHP 914 Page 2 of 3 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 16/Jan/2015 05:00 AM 16/Jan/2015 05:00 AM FHPE15OFF002705 83807498 A, V01 at IFinal Rest j.. A: US-1 SIR-6 Inside Northbound Lane B: U -11X-5)Outside N arthbound Lan IL'ua�l� — � Skid Mark Tr d a7 Q p rr e7'cs �:re ,rs Vol rV'ote: ID'riaararn I 'ot to Seale 915 Page 3 of 3 FLORIDA TRAFFIC CRASH REPORT HIGHWAY SAFETY&MOTOR VEHICLES, LONG FORM❑X SHORT FORM ❑ UPDATE TRAFFIC CRASH RECORDS NEIL KIRKMAN BUILDING,TALLAHASSEE,FL 32399-0537 (Electronic Version) Date of Crash Time of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 13/Mar/2017 10:00 PM 13/Mar/2017 10:00 PM 13/Mar/2017 10:15 PM MCS0170FF001848 86412086 CRASH IDENTIFIERS County Code City Code County of Crash Place or City of Crash Within City Limits Time Reported Time Dispatched 38 MONROE TAVERNIER No 13/Mar/2017 13/Mar/2017 10:03 PM 10:03 PM Time on Scene Time Cleared Scene Completed Reason(if Investigation NOT Completed) Notified By 131Mar/2017 14/Mar/2017 12:08 Yes Law Enforcement 10:03 PM AM ROADWAY INFORMATION Crash Occured On Street,Road,Highway 0 At Street Address# At Lattitude and Longitude MM I SOUTHBOUND LANES 93 25.023409999999998 -80.510480000000001 At Feet Or Miles Direction OFrom Intersection With Street,Road,Highway 0 Or From Milepost# 1000 West BURTON DRIVE/SR-5(US-1) Road System Identifier Type Of Shoulder Type Of Intersection 1 Interstate 2 Unpaved 1 Not at Intersection CRASH INFORMATION(Check if Pictures Taken) ❑ light Condition Weather Condition Roadway Surface Condition School Bus Related Manner Of Collision 5 Dark-Not Lighted 1 Clear 1 Dry 1 No 1 Front to Rear First Harmful Event Type First Harmful Event First Harmful Event Location Within Interchange First Harmful Event Relation to Junction 14 1 On Roadway No 1 Non.Junction Contributing Circumstances:Road Contributing Circumstances:Road Contributing Circumstances:Road 77 Other,Explain in Narrative Contributing Circumstances:Environment Contributing Circumstances:Environment Contributing Circumstances:Environment 77 Other,Explain in Narrative Work Zone Related Crash In Work Zone Type Of Work Zone Workers In Work Zone Law Enforcement In Work Zone 1 No VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 1 1 Vehicle in Transport 1 No CJSX80 FL 14/Feb/2018 No 1D7HA16K57J521532 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2007 DODG RAM PK GRY Disabling 15000 No Insurance Company Insurance Policy Number GEICO GENERAL INSURANCE COMPANY 4146887999 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Cade JEFFREY ALLEN SENTZ 150 PEACE AVE TAVERNIER FL 33070-0000 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: South US-1 SB 93MM 45 45 2 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) 31 41 51 5 ' 18.Undercarriage 21 31 11 51 6 1 ' 18.Undercarriage 1 1s 1s n $ 19.Overturn 1 1s 1s n $ 19.Overturn 20.Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class a ,s ,z „ ,o s 21.Trailer 1a 1s 1z 1, 10 s 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 3 Pickup 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 1 Straight Ahead 3 Two-Way Divided, 1 Level 1 Straight 2 Collision with Nan-Fixed 14 Motor Vehicle in Transport Unprotected(painted>4 Object feet)Median Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 77 Other,Explain in Narrative 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport VEHICLE(Check if Commercial) Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 2 1 Vehicle in Transport 1 No 122PIl FL 25/Jun/2017 No 2HGFG3B51FH523811 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2015 HOND CIVIC 2D BLK Disabling 15000 No Insurance Company Insurance Policy Number GEICO INDEMNITY COMPANY 4149735609 916 HSMV 90010 S Page 1 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 13/Mar/2017 10:00 PM 13/Mar/2017 10:00 PM MCS0170FF001848 86412086 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code TORRI HAWKINS WILLIAMS PO BOX 500845 MARATHON FL 33050-0845 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: South US-1 SIB 93MM 10 45 2 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) 2 3 a s s 18 Undercarriage 2 3 a 5 s 7 18 Undercarriage �114 � 19.Overtu rn 1 16 1s 17 � 19.Overturn 20.Windshield 20.Windshield HaZ.Mat.Release Haz Mat.Placard Number Class 13 12 11 10 9 21.Trailer 1a 13 12 11 10 9 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 1 Passenger Car 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 14 Slowing 3 Two-Way Divided, 1 Level 1 Straight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Unprotected(painted>4 Object feet)Median Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 77 Other,Explain in Narrative 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 1 1 Driver 1 KIRK ALLEN SENTZ 01/Jan/1996 1 Male No Address City State Zip Code PO BOX 1026 TAVERNIER FL 33070 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection S532501960010 FL 01/Jan/2020 5 E/Operator 1 None 1 Not Ejected Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 2 Operated MV in Careless or Negligent Manner 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 2 1 Driver 2 WALTER CLIFTON HEATH 3 04/Feb/1985 1 Male No Address City State Zip Code 12 SOUTH CONCH AVENUE CONCH KEY FL 33050 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection H300903850440 FL 04/Feb/2018 5 E/Operator 2 Possible 1 Not Ejected Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 1 No Contributing Action 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 2 EMS MONROE COUNTY EMS R22 MARINERS HOSPITAL PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Injury Severity Ejection 3 3 Passenger 2 TORRI HAWKINS WILLIAMS 25/Jun/1960 2 Female 2 Possible 1 Not Ejected Address City State Zip Code PO BOX 500845 MARATHON FL 33050 917 Page 2 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 13/Mar/2017 10:00 PM 13/Mar/2017 10:00 PM MCS0170FF001848 86412086 Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 3 1 1 Used Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 2 EMS MONROE COUNTY EMS R22 MARINERS HOSPITAL WITNESSES Name Address City State Zip Code ORLANDO ALVAREZ 50 HIGHPOINT RD TAVERNIER FL 33037 VIOLATIONS Person# Name Florida Statute Number Charge Citation 1 KIRK ALLEN SENTZ 316.1925(1) CARELESS DRIVING A7BIYOE Person# Name Florida Statute Number Charge Citation 1 KIRK ALLEN SENTZ 316.126(1)(b) FAILURE TO MOVE OVER/SLOW DOWN FOR A7BIYPE EMERGENCY VEHICLE/WRECKER NARRATIVE ------------------------------------------------------------------------------------------------------------------------ ID Number Rank Name Troop/Post Officer Agency Phone Number Date Created 0087 DEPUTY JACKSON,CODY MCSO\ROAD MONROE COUNTY SO 305-853-3211 Mar 14,2017 Vehicle 1 and Vehicle 2 were both traveling southbound on US-1 at the 93 mile marker.Vehicle 2 slowed for stopped emergency vehicles while Vehicle 1 continued at its normal rate of speed. Vehicle 1 rearended vehicle 2 pushing vehicle 2 across the median and all lanes of oncoming traffic. REPORTING OFFICER ID/Badge# Rank and Name Department Type of Department 0087 DEPUTY JACKSON,CODY MONROE COUNTY SO SO 918 Page 3 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 13IMar12017 10:00 PM 131Mar12017 10:00 PM MCSO17OFF001848 86412086 N 4 Oh T TOO'"h S(";`A L i E SR-5 (US 1) SB �� h71 vz '01 SR-5 (US 1) NB 919 Page 4 of 4 FLORIDA TRAFFIC CRASH REPORT HIGHWAY SAFETY&MOTOR VEHICLES, LONG FORM❑ SHORT FORM ❑X UPDATE TRAFFIC CRASH RECORDS NEIL KIRKMAN BUILDING,TALLAHASSEE,FL 32399-0537 (Electronic Version) Date of Crash Time of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 16/Mar/2021 08:49 PM 16/Mar/2021 08:49 PM 16/Mar/2021 09:10 PM FHPE21OFF012026 88337232 CRASH IDENTIFIERS County Cade City Code County of Crash Place or City of Crash Within City Limits Time Reported Time Dispatched 38 52 MONROE TAVERNIER Yes 16/Mar/2021 16/Mar/2021 08:54 PM 08:56 PM Time on Scene Time Cleared Scene Completed Reason(if Investigation NOT Completed) Notified By 16/Mar/2021 16/Mar/2021 09:30 Yes Law Enforcement 09:05 PM PM ROADWAY INFORMATION Crash Occured On Street,Road,Highway 0 At Street Address# At Lattitude and Longitude US-1 25.015871940000899 -80.511283270428194 At Feet Or Miles Direction OFrom Intersection With Street,Road,Highway 0 Or From Milepost# .50 North MILE MARKER 92 Road System Identifier Type Of Shoulder Type Of Intersection 2 U.S. 1 Paved 1 Not at Intersection CRASH INFORMATION(Check if Pictures Taken) ❑ light Condition Weather Condition Roadway Surface Condition School Bus Related Manner Of Collision 5 Dark-Not Lighted 1 Clear 1 Dry 1 No 1 Front to Rear First Harmful Event Type First Harmful Event First Harmful Event Location Within Interchange First Harmful Event Relation to Junction 14 1 On Roadway No 1 Non.Junction Contributing Circumstances:Road Contributing Circumstances:Road Contributing Circumstances:Road 1 None Contributing Circumstances:Environment Contributing Circumstances:Environment Contributing Circumstances:Environment 1 None Work Zone Related Crash In Work Zone Type Of Work Zone Workers In Work Zone Law Enforcement In Work Zone 2 Yes 3 Transition Area 1 Lane Closure 2 Yes 1 No VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 1 1 Vehicle in Transport 1 No 0128 FL 21/Sep/2021 No 5NPEG4JA8MH092239 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2021 HYUN SONATA 4D WHI Minor 3000 No Insurance Company Insurance Policy Number ALLSTATE 988 472 232 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Cade ROBERT THOMAS DENNEHY 80151 OVERSEAS HWY ISLAMORADA FL 33036-3801 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle �Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North US-1 20 45 2 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) C1312 ' 18.Undercarriage 2 3 a e 6 ' 18.Undercarriage 19.Overturn 19.Overturn 20.Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class s 21.Trailer 141 13 121„ ,o s 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 1 Passenger Car 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 1 Straight Ahead 5 One-Way Trafficway 1 Level 1 Straight 2 Collision with Nan-Fixed 14 Motor Vehicle in Transport Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport VEHICLE(Check if Commercial) Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 2 1 Vehicle in Transport 1 No EVPZ06 FL 30/Jun/2021 No 1FATP8UH3L5112750 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2020 FORD MUSTAN CV GRY Minor 1000 No Insurance Company Insurance Policy Number SELF INSURED SELF INSURED 920 HSMV 90010 S Page 1 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 16/Mar/2021 08:49 PM 16/Mar/2021 08:49 PM FHPE21OFF012026 88337232 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code LLC EAN HOLDINGS 14002 E 21ST ST STE 1500 TULSA OK 74134-1424 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North US-1 45 2 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) 2 3 a s s 18 Undercarriage 2 3 a 5 s 7 18 Undercarriage �114 � 19.Overtu rn 1 16 1s 17 � 19.Overturn 20.Windshield 20.Windshield HaZ.Mat.Release Haz Mat.Placard Number Class 13 12 11 10 9 21.Trailer 1a 13 12 11 10 9 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 1 Passenger Car 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 13 Stopped in Traffic 5 One-Way Trafficway 1 Level 1 Straight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 1 1 Driver 1 ROBERTTHOMAS DENNEHY 21/Sep/1947 1 Male No Address City State Zip Code 80151 OVERSEAS HWY ISLAMORADA FL 33036 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection D500778473410 FL 21/Sep12022 5 E/Operator 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 2 Operated MV in Careless or Negligent Manner 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 2 1 Driver 2 SCOTT ALAN HESTON 17/Dec/1965 1 Male No Address City State Zip Code 170 CARLSON LOOP WENATCHEE WA 98801-3859 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection WDLBRZ33913B WA 17/Dec12024 5 E/Operator 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 1 No Contributing Action 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Injury Severity Ejection 3 3 Passenger 2 NANCY EILEEN HESTON 20/Nov/1968 2 Female 1 None 1 Not Ejected Address City State Zip Code 170 CARLSON LOOP WENATCHEE WA 98801-3859 921 Page 2 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 16/Mar/2021 08:49 PM 16/Mar/2021 08:49 PM FHPE21OFF012026 88337232 Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 3 1 Used Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported VIOLATIONS Person# Name Florida Statute Number Charge Citation 1 ROBERT THOMAS DENNEHY 316.1925(1) CARELESS DRIVING ACVEGEE NARRATIVE ID Number Rank Name Troop/Post Officer Agency Phone Number Date Created 954 TPR R.GUTIERREZ E FLORIDA HIGHWAY PATROL 305-470-2500 Mar 18,2021 01 was Northbound on US-1 in the outside lane North of Mile Marker 92.V02 was stopped Northbound on US-1 in the outside lane just North of Mile Marker 92.V01 was behind V02.The inside lane was closed due to construction.V01 failed to notice V02 stopped.As a result,V01's front bumper collided with V02's rear bumper.Both ehicles were moved prior to my arrival. REPORTING OFFICER ID/Badge# Rank and Name Department Type of Department 3954 TPR R.GUTIERREZ FLORIDA HIGHWAY PATROL FHP 922 Page 3 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 16IMar12021 08:49 PM 161Mar12021 08:49 PM FHPE21OFF012026 88337232 923 Page 4 of 4 FLORIDA TRAFFIC CRASH REPORT HIGHWAY SAFETY&MOTOR VEHICLES, LONG FORM❑X SHORT FORM ❑ UPDATE TRAFFIC CRASH RECORDS NEIL KIRKMAN BUILDING,TALLAHASSEE,FL 32399-0537 (Electronic Version) Date of Crash Time of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 17/Nov/2022 04:00 PM 17/Nov/2022 04:00 PM 17/Nov/2022 04:37 PM FHP220N0594514 24972407 CRASH IDENTIFIERS County Cade City Code County of Crash Place or City of Crash Within City Limits Time Reported Time Dispatched 38 52 MONROE TAVERNIER No 17/Nov/2022 17/Nov/2022 04:01 PM 04:01 PM Time on Scene Time Cleared Scene Completed Reason(if Investigation NOT Completed) Notified By 17INov/2022 17/Nov/2022 05:07 Yes Law Enforcement 04:01 PM PM ROADWAY INFORMATION Crash Occured On Street,Road,Highway At Street Address# At Lattitude and Longitude US1 (OVERSEAS HWY)NB MM92 25.015960326609999 -80.511430986773107 At Feet Or Miles Direction OFrom Intersection With Street,Road,Highway 0 Or From Milepost# JSO OF GARDEN ST Road System Identifier Type Of Shoulder Type Of Intersection 2 U.S. 1 Paved 1 Not at Intersection CRASH INFORMATION(Check if Pictures Taken) ❑ light Condition r ather Condition Roadway Surface Condition School Bus Related Manner Of Collision 1 Daylight 1 Clear 1 Dry 1 No 4 Sideswipe,same direction First Harmful Event Type First Harmful Event First Harmful Event Location Within Interchange First Harmful Event Relation to Junction 14 1 On Roadway No 1 Non.Junction Contributing Circumstances:Road Contributing Circumstances:Road Contributing Circumstances:Road 1 None Contributing Circumstances:Environment Contributing Circumstances:Environment Contributing Circumstances:Environment 1 None Work Zone Related Crash In Work Zone Type Of Work Zone Workers In Work Zone Law Enforcement In Work Zone 1 No VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 2 1 Vehicle in Transport 1 No PDMC60 FL 01/Jun/2023 No 1C6SRFJT5KN879941 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2019 RAM 1500 TK GRY Disabling 4000 Yes ALL AMERICAN Rotation Insurance Company Insurance Policy Number PROGRESSIVE 957938507 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Cade SHEDRACK C GORDON DOWNS 6101 NW 21ST AVE MIAMI FL 33142-7836 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle �Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North US1(OVERSEAS HWY)NB MM92 45 45 4 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area CommGVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) 3 4 5 6 ' is.u.,de��iage s a s e x.u�der�ariage :114 is ie i� 19.owrtum 19.Overturn 20_Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class2 11 1fl 9 21.Trailer ,z „ m 9 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 3 Pickup 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 1 Straight Ahead 4 Two-Way,Divided, 1 Level 1 Straight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Positive Median Barrier Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 1 1 Vehicle in Transport 1 No 09772F3 CA 31/Oct/2023 No 1N6ED1EJXNN606771 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2022 NISS FRONTIE PK BLU Disabling 3000 Yes ALL AMERICAN Rotation Insurance Company Insurance Policy Number SIXT RENT A CAR LLC SELF INSURED 924 HSMV 90010 S Page 1 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 17/Nov/2022 04:00 PM 17/Nov/2022 04:00 PM FHP220N0594514 24972407 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code SIXT RENT A CAR LLC 1501 NW 49TH ST STE 100 FT LAUDERDALE FL 33309 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North US1(OVERSEAS HWY)NB MM92 35 45 4 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area CommGVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) 4 s ls-u�nd�r fiagv " s a ' 18-ur,d-carriane lL 16 lti 17 y 19.Overturn 1 1� 16 17 y 79.Overturn 20.Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class 14 13 11 11 10 9 21-Trailer 114 13 12 11 m 9 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 3 Pickup 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 3 Turning Left 4 Two-Way,Divided, 1 Level 1 Straight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Positive Median Barrier Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 1 1 Driver 1 MARTIN KAMMERLE 11/May/1989 1 Male 491-627-0757 No Address City State Zip Code N/A DEUTSCHLAND FF 00000 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection A4312793334 FF 11/May/2024 5 E/Operator 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 3 Failed to Yield Right.of.Way 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 2 1 Driver 2 SHEDRACK C GORDON DOWNS 01/Jun/1962 1 Male 954-658-5529 No Address City State Zip Code 6101 NW 21ST AVE MIAMI FL 33142 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection G635783622010 FL 01/Jun/2027 5 E/Operator 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 1 No Contributing Action 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported VIOLATIONS Person# Name Florida Statute Number Charge Citation 1 MARTIN KAMMERLE 316.122 FAIL TO YIELD-TO ONCOMING TRAFFICIVEHICLE AFRKKJE PASSING ON LEFT NARRATIVE 925 Page 2 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 17/Nov/2022 04:00 PM 17/Nov/2022 04:00 PM FHP220N0594514 24972407 ID Number Rank Name Troop/Post Officer Agency Phone Number Date Created 373 TPR LUNA,A E FLORIDA HIGHWAY PATROL 305-470-2500 Nov 26,2022 01 was traveling north in the outside lane on US1 Overseas Hwy at MIA 92 just south of Garden ST.V02 was traveling north in the inside lane on US1 Overseas Hwy at AM 92 just south of Garden ST. D01 failed to observe V02 in the inside lane and D01 made a left turn from the outside lane violating the right of way of V02.The left side of V01 collided with the right side f V02. Upon my arrival V01 and V02 were moved to the right shoulder of US1 facing north. REPORTING OFFICER ID/Badge# Rank and Name Department Type of Department 4373 TPR LUNA,A FHPE FHP 926 Page 3 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 17/Nov/2022 04:00 PM 17/Nov/2022 04:00 PM FHP220N0594514 24972407 US1 (Overseas Hwy) NB Mid 92 Diiagiram Not To Scale 92439 Overseas Hwy Taverrmer, IFL 33070 V02 (Moved from Fina[Rest) ------------ V01(Moved From Fmal Rest), Access Road Vol V02 927 Page 4 of 4 FLORIDA TRAFFIC CRASH REPORT HIGHWAY SAFETY&MOTOR VEHICLES, LONG FORM❑X SHORT FORM ❑ UPDATE TRAFFIC CRASH RECORDS NEIL KIRKMAN BUILDING,TALLAHASSEE,FL 32399-0537 (Electronic Version) Date of Crash Time of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 29/Nov/2022 02:47 PM 29/Nov/2022 02:47 PM 29/Nov/2022 03:16 PM FHP220N0617051 24972409 CRASH IDENTIFIERS County Code City Code County of Crash Place or City of Crash Within City Limits Time Reported Time Dispatched 38 52 MONROE TAVERNIER No 29/Nov/2022 29/Nov/2022 02:47 PM 02:49 PM Time on Scene Time Cleared Scene Completed Reason(if Investigation NOT Completed) Notified By 29/Nov/2022 29/Nov/2022 03:53 Yes Law Enforcement 02:59 PM PM ROADWAY INFORMATION Crash Occured On Street,Road,Highway At Street Address# At Lattitude and Longitude US1 (OVERSEAS HWY)NB MM 92 25.0160186846126 -80.511377632100405 At Feet Or Miles Direction OFrom Intersection With Street,Road,Highway 0 Or From Milepost# 92439 OVERSEAS HWY Road System Identifier Type Of Shoulder Type Of Intersection 2 U.S. 1 Paved 1 Not at Intersection CRASH INFORMATION(Check if Pictures Taken) ❑ light Condition r ather Condition Roadway Surface Condition School Bus Related Manner Of Collision 1 Daylight 1 Clear 1 Dry 1 No 77 Other,Explain in Narrative First Harmful Event Type First Harmful Event First Harmful Event Location Within Interchange First Harmful Event Relation to Junction 34 2 Off Roadway No 1 Non.Junction Contributing Circumstances:Road Contributing Circumstances:Road Contributing Circumstances:Road 1 None Contributing Circumstances:Environment Contributing Circumstances:Environment Contributing Circumstances:Environment 1 None Work Zone Related Crash In Work Zone Type Of Work Zone Workers In Work Zone Law Enforcement In Work Zone 1 No VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 2 1 Vehicle in Transport 1 No INIG05 FL 15/Jan/2024 No 1FADP3H2XJL265857 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2018 FORD FOCUS 4D WHI Functional 4000 No Insurance Company Insurance Policy Number PROGRESSIVE 952673176 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Cade SECUNDINA RODRIGUEZ 15 OAKWOOD AVE KEY LARGO FL 33037-0000 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle �Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North US1(OVERSEAS HWY)NB MM 92 15 45 4 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area CommGVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) Cl,� 12 ' 1&U,de�« cage 3 a s e x.u�der� ri�ge 19.owrtum 19.Overturn 20_Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class eI'l 21.Trailer „ ,n e 21.T a ter Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 1 Passenger Car 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 1 Straight Ahead 4 Two-Way,Divided, 1 Level 1 Straight 3 Collision with Fixed Object 34 Traffic Sign Support Positive Median Barrier Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 34 Traffic Sign Support 43 Ran Off Roadway,Left VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 1 1 Vehicle in Transport 1 No BIS TX 30/Apr/2023 No 5GAERCKW4LJ219848 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2020 BUICK ENCLAV 4D BLK None No Insurance Company Insurance Policy Number STATE FARM INS U107088BO553Z 928 HSMV 90010 S Page 1 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 29/Nov/2022 02:47 PM 29/Nov/2022 02:47 PM FHP220N0617051 24972409 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code PAUL EDWARD SKRENTY 4112 WESTCHESTER DR WACO TX 76710 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North US1(OVERSEAS HWY)NB MM 92 20 45 4 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) a s s-u„a rran 1 a� 18-ur,d-carriane lL 16 lti 17 y 19.Overturn 1� 16 17 y 79.Overturn 20-Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class 14 13 11 11 10 9 21-Trailer is 13 12 11 m 9 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 16(Sport)Utility Vehicle 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 6 Changing Lanes 4 Two-Way,Divided, 1 Level 1 Straight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Positive Median Barrier Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 1 1 Driver 1 PAUL EDWARD SKRENTY 01/Jan/1945 1 Male 254-722-1065 No Address City State Zip Code 4112 WESTCHESTER DR WACO TX 76710 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection 14697770 FL 01/Jan/2026 5 E/Operator 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 3 Failed to Yield Right.of.Way 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 2 1 Driver 2 FABIAN CICILIO BEOVIDES 2310ct/2004 1 Male 305-393-1950 No Address City State Zip Code 15 OAKWOOD AVE KEY LARGO FL 33037 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection C241240043830 FL 23/Oct/2028 5 E/Operator 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 1 No Contributing Action 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Injury Severity Ejection 3 3 Passenger 2 JUAN PABLO VILLALOBOS 311Dec/2005 1 Male 1 None 1 Not Ejected Address City State Zip Code 19 JENNY LN KEY LARGO FL 33037 929 Page 2 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 29/Nov/2022 02:47 PM 29/Nov/2022 02:47 PM FHP220N0617051 24972409 Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 3 1 1 Used Source of Transport to Medical Facility 7ency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported VIOLATIONS Person# Name Florida Statute Number Charge Citation 1 PAUL EDWARD SKRENTY 316.085(2) IMPROPER-CHANGE-OF-LANE/PULLING OUT IN FRONT AFRKKSE OF VEHICLE GOI NON VEHICLE PROPERTY DAMAGE Vehiclel Person#Property Damage-Other Than Vehicle Est.Amount Business Owners Name Address City&State Zip Code STOP SIGN 1000 Yes FDOT 1000 NW FL 33172 NARRATIVE ID Number Rank Name Troop/Post Officer Agency Phone Number Date Created 373 TPR LUNA,A E FLORIDA HIGHWAY PATROL 305-470-2500 Dec D4,2022 01 was traveling north in the outside lane on US1 Overseas Hwy at MIA 92 just south of Garden ST.V02 was traveling north in the inside lane on US1 Overseas Hwy at AM 92 just south of Garden ST. D01 failed to observe V02 in the inside lane and D01 made a left turn from the outside lane violating the right of way of V02.V02 swerved to the left to avoid colliding with 01 and came off of the roadway to the left.V02 traveled in a north western direction and the front end of V02 collided with a stop sign. Upon my arrival V01 was not on scene and V02 remained at final rest facing north west on the left shoulder of US1. REPORTING OFFICER ID/Badge# Rank and Name Department Type of Department 4373 TPR LUNA,A FHPE FHP 930 Page 3 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 29/Nov/2022 02:47 PM 29/Nov/2022 02:47 PM FHP22ON0617051 24972409 US1 (Overseas Hwy), M I I Diagram Not To Scalia 92439 OverseasHwy I Tavernier, FL 33070 I Stop Silign I Vol I I 931 Page 4 of 4 FLORIDA TRAFFIC CRASH REPORT HIGHWAY SAFETY&MOTOR VEHICLES, LONG FORM❑X SHORT FORM ❑ UPDATE TRAFFIC CRASH RECORDS NEIL KIRKMAN BUILDING,TALLAHASSEE,FL 32399-0537 (Electronic Version) Date of Crash Time of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 12/Jun/2023 08:02 AM 12/Jun/2023 08:02 AM 12/Jun/2023 08:14 AM FHP230N0305688 25075918 CRASH IDENTIFIERS County Cade City Code County of Crash Place or City of Crash Within City Limits Time Reported Time Dispatched 38 52 MONROE TAVERNIER No 12/Jun/2023 12/Jun/2023 08:02 AM 08:05 AM Time on Scene Time Cleared Scene Completed Reason(if Investigation NOT Completed) Notified By 12/Jun/2023 12/Jun/2023 08:58 Yes Law Enforcement 08:05 AM AM ROADWAY INFORMATION Crash Occured On Street,Road,Highway At Street Address# At Lattitude and Longitude SR 5(US 1) 25.015959560100701 -80.511426435605003 At Feet Or Miles Direction OFrom Intersection With Street,Road,Highway 0 Or From Milepost# .25 South GARDEN ST Road System Identifier Type Of Shoulder Type Of Intersection 3 State 2 Unpaved 1 Not at Intersection CRASH INFORMATION(Check if Pictures Taken) ❑ light Condition r ather Condition Roadway Surface Condition School Bus Related Manner Of Collision 1 Daylight 1 Clear 1 Dry 1 No 1 Front to Rear First Harmful Event Type First Harmful Event First Harmful Event Location Within Interchange First Harmful Event Relation to Junction 14 1 On Roadway No 1 Non.Junction Contributing Circumstances:Road Contributing Circumstances:Road Contributing Circumstances:Road 1 None Contributing Circumstances:Environment Contributing Circumstances:Environment Contributing Circumstances:Environment 1 None Work Zone Related Crash In Work Zone Type Of Work Zone Workers In Work Zone Law Enforcement In Work Zone 1 No VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 2 1 Vehicle in Transport 1 No BU29AF FL 26/Feb/2024 No JTEBT17R658019019 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2005 TOYOT 4RUNNE UT BLK Functional 3000 No Insurance Company Insurance Policy Number GEICO 6124399764 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Cade SAMANTHA GRAY VONNEGUT 165 SUNRISE DR TAVERNIER FL 33070-0000 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North SR 5(US 1) 4 45 4 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area CommGVWR/GCWR Tra iler Type(trailer one) Trailer Type(trailer two) 4 s ' 18.und­ iage s 4 s e I&Uu ]""'iage i is in r� s 19.owrtum i is rn r� s 19.Overturn 20_Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class „ ,� 9 21.Trailer 4 ,g ,2 „ ,n 9 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 16(Sport)Utility Vehicle 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 1 Straight Ahead 4 Two-Way,Divided, 1 Level 1 Straight 2 Collision with Nan-Fixed 14 Motor Vehicle in Transport Positive Median Barrier Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 1 1 Vehicle in Transport 1 No RUD5R FL 03/Jan/2024 No 5TDXZ3DC1JS915206 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2018 TOYOT SIENNA VN SIL Disabling 10000 Yes WHEATONS SVC CNTR Rotation Insurance Company Insurance Policy Number STATE FARM K966019F3059 932 HSMV 90010 S Page 1 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 12/Jun/2023 08:02 AM 12/Jun/2023 08:02 AM FHP230N0305688 25075918 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code ANNA ELIZABETH MAXEY 1253 SHORECREST CIR CLERMONT FL 34711-0000 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North SR 5(US 1) 35 45 4 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area CommGVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) a s 18-Under fiagv " s a ' 18-ur,d-carriane lL 16 lti 17 y 19.Overturn 1 1� 16 17 O 79'Overturn 20.Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class 14 13 11 11 10 I'll I'll 9 21-Trailer is 13 12 11 m 9 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 2 Passenger Van 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 6 Changing Lanes 4 Two-Way,Divided, 1 Level 1 Straight 3 Collision with Fixed Object 39 Other Fixed Object(wall, Positive Median Barrier building,tunnel,etc.) Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events IThird(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed 39 Other Fixed Object(wall, Object building,tunne,etc.) 14 Motor Vehicle in Transport PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 1 1 Driver 1 ANNA ELIZABETH MAXEY 03/Jan/1981 2 Female No Address City State Zip Code 1253 SHORECREST CIR CLERMONT FL 34711 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection M200045815030 FL 03/Jan/2029 5 E/Operator 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 1 Left 1 Front Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 3 Failed to Yield Right.of.Way 88 Unknown 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Injury Severity Ejection 3 3 Passenger 1 JOSHUA DANIEL MAXEY 14/Nov/1980 1 Male 1 None 1 Not Ejected Address City State Zip Code 1253 SHORECREST CIR CLERMONT FL 34711-2969 Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 1 Used r�u rce of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Injury Severity Ejection 4 3 Passenger 1 ANDREW LEE 14/Mar/1977 1 Male 1 None 1 Not Ejected Address City State Zip Code 1253 SHORECREST CIR CLERMONT FL 34711 Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 2 Used Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 2 1 Driver 2 SAMANTHA GRAY VON NEGUT 26/Feb/1994 2 Female No 933 Page 2 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 12/Jun/2023 08:02 AM 12/Jun/2023 08:02 AM FHP230N0305688 25075918 Address City State Zip Code 165 SUNRISE DR TAVERNIER FL 33070 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection V523787945660 FL 26/Feb/2031 5 E/Operator 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 1 Left 1 Front Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 1 No Contributing Action 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported VIOLATIONS Person# Name Florida Statute Number Charge Citation 1 ANNA ELIZABETH MAXEY 316.085(2) IMPROPER-CHANGE-OF-LANE/PULLING OUT IN FRONT AHK9LWE OF VEHICLE GOI NARRATIVE ID Number Rank Name Troop/Post Officer Agency Phone Number Date Created 2864 TPR C.FRANCO K FLORIDA HIGHWAY PATROL 407-532-6797 Jun 12,2023 01 was traveling north in the right lane on State Road 5(US 1).V02 was traveling north in the left lane on State Road 5.V01 driver attempted to change lanes.V01 raveled into the left lane into the path of V02.V02's front struck the rear of V01.V01 rotated counterclockwise and traveled onto the left shoulder of the roadway striking a rock.V01's rear struck the rock.Vol was at final rest facing in a southeasterly direction on the left shoulder of State Road 5.V02 was moved from final rest prior to my arrival. REPORTING OFFICER ID/Badge# Rank and Name Department Type of Department 2864 TPR C.FRANCO FHPK FHP 934 Page 3 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 121Jun12023 08:02 AM 121Jun12023 08:02 AM FHP23ON0305688 25075918 Rock Final Rest ti A-. t 7 r�1 1 ' State Road 5 S Northbound Lanes Only 2 Diaararn NOT to Scale 935 Page 4 of 4 4/17/25,4:31 PM Detail by Entity Name 11i)NIH:0019 aai,,,,C01:k1,,01,,r, i iaaiarsu yy �� Mo U P asl aair irwnasiraP aa�' a0' / IDiiaaiislio n of CoirIro¢air aPiieairmQ, / Search IF�a"cord / sa,aair¢aln Ihar IE',inPiitr�Il�aairwna, / III - iii 111 by Entity 1114aiime Florida Limited Liability Company VC TAVERNIER, LLC Flung Information Document Number L24000461055 FEI/EIN Number NONE Date Filed 10/30/2024 Effective Date 10/30/2024 State FL Status ACTIVE Principal Address 1649 ATLANTIC BOULEVARD JACKSONVILLE, FL 32207 Mailing Address 1649 ATLANTIC BOULEVARD JACKSONVILLE, FL 32207 Registered Agent Name&Address VESTCOR, INC. 1649 ATLANTIC BOULEVARD JACKSONVILLE, FL 32207 Authorized Person(s)Detail Name&Address Title MGR VESTCOR, INC. 1649 ATLANTIC BOULEVARD JACKSONVILLE, FL 32207 UN Annual pgrts No Annual Reports Filed Document Ia 7IQr)12024 --IF°''llaairlia as liirwnlitra a� uaalnullutryr View image in IPIDIf° foirrrmwA 770 htt s://search.sunbiz.or /In ui /Cor orationSearch/Search ResultDetail?in ui a=Enti Name&directionT e=Initial&searchNameOrder=VCTAVER... — P 9 4 rY P q rYtYP — tY YP — 4/17/25,4:31 PM Detail by Entity Name hftps://search.sunbiz.org/inquiry/CorporationSearch/SearchResultDetail?inquirytype=EntityName&directionType=lnitial&searchNameOrder=VCTAVER... 7.71 4/17/25,4:30 PM Detail by Entity Name I)INHsiaaia aai,,,,C01:k1,,01,,r, i iaaiarsu yy �� Ile Mo U P wo 1221 waaidrwaeira IDiiviision of CoirIa¢airaaPiieairaQ, / Search Record / sa,aair¢ala Ihar IE',inPiitr�II�Qairwa�, / III - iii 111 by Entity 1114aiime Florida Limited Liability Company BLACKSTONE GROUP-TAVERNIER 925, L.L.C. Filing Information Document Number L21000402444 FEI/EIN Number 87-4320892 Date Filed 09/10/2021 Effective Date 09/10/2021 State FL Status ACTIVE Principal Address ONE LAWRENCE SQUARE SPRINGFIELD, IL 62704 Mailing Address ONE LAWRENCE SQUARE SPRINGFIELD, IL 62704 Registered Agent Name&Address CT CORPORATION SYSTEM 1200 SOUTH PINE ISLAND ROAD PLANTATION, FL 33324 Authorized Person(s)Detail Name&Address Title MGR HURWITZ, MARY R ONE LAWRENCE SQUARE SPRINGFIELD, IL 62704 Title MGR TOPPING,ANDREW J 125 TOPPINO INDUSTRIAL DRIVE KEY WEST, FL 33040 Annual Reparts Report Year Filed Date 772 htt s://search.sunbiz.or /In ui /Cor orationSearch/Search ResultDetail?in ui a=Enti Name&directionT e=Initial&searchNameOrder=BLACKST... -.- P 9 4 rY P q rYtYP - tY YP - 4/17/25,4:30 PM Detail by Entity Name 2023 01/06/2023 2024 01/04/2024 2025 01/20/2025 Document Images View image in IPIDIF ibirni"A ............... ............... ............... 0110412.024 AIN INUAIL REPOIR it View image in PIDIF ioirirnwA ............... ............... ............... 0 110612.023 ANNUAL IRIEIPOIRir View liimage liirn PIDIF ioirirnaU QY2)j?D2'2---A View uimage in IPIDIF ioirnlwA ............... ............... ............... 0911012.021 Florida Linilited Lablillity View image iiirn IPIDIF ioirirmwA hftps://search.sunbiz.org/inquiry/CorporationSearch/SearchResultDetail?inquirytype=EntityName&directionType=lnitial&searchNameOrder=BLACKST... 7.73 Clear Sight Triangle Analysis Memorandum Proposed Mixed-Use Development MM 92.5, Oceanside, Tavernier, FL Prepared for: Blackstone Group - Tavernier 925, LLC Prepared by: IIIIII' IIIIII IIIIII °° °°°°°�IIIIV IIIIII ,,,,,,,,,,,, 8935 NW 3511 Lane, Suite 201 Dora[, FL-33172 774 Memorandum Emineer's Certification 1,Heman A. Hugo,PE,with Florida PE No. 74961,certify that I currently hold an active Professional Engineer's License in the State of Florida, and I am competent through education and experience to provide engineering services in the civil and traffic engineering disciplines contained in this report. I further certify that this report was prepared by one or under any responsible charge as defined in Chapter 61G15-18.001 F.A.C. and that all statements, conclusions, and recommendations made herein are true and correct to the best of my knowledge and ability. 1%% 1/, THIS ITEM HAS BEEN DIGITALLY N.0 XApN A. 4 " SIGNED AND SEALED BY: ........... 0 Hernan A.Lugo,PE, CFM No 74961 Digitally signed by ON THE DATE ADJACENT TO THE SEAL Hernan A Hernan A Lugo Date:2024.08.01 19:29:10 PRINTED COPIES OF THIS DOCUMENT ARE Lugo -04'00' NOT CONSIDERED SIGNED AND SEALED. STATE OF THE SIGNATURE MUST BE VERIFIED August 1 2024 --0 4• X, IN THE ELECTRONIC DOCUMENTS. IFS, 0 R I HBC OMPANY 1110NAL 'E�NNN 5200 NWENGINEERING 33RD AVE.C, SUITE 211 FORT LAUDERDALE, FLORIDA 33309 HERNAN A. LUGO, P.E. NO. 74961 State of Florida Professional Engineer License No. 74961 The official record of this document is the electronic file digitally signed and sealed under Rule 61G15-23, F.A.C. ................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Page 14 Page 2 of 7 HBCCdrhj:)ariW 775 Memorandum Subject: Blackstone Group—Tavernier 925, LLC Clear Sight Triangle Analysis for the Proposed Mixed-Use Development at 92501 Overseas Highway Tavernier,FL 33070 To: Mimi Hurwitz Purpose: The purpose of this memorandum is to outline the findings of the clear sight triangle analysis at the Blackstone Group —Tavernier 925, LLC mixed-use development site's access point at 92501 Overseas Highway, Tavernier, FL 33070, approximately at mile marker (MP) 92.5. The clear sight triangle was developed using the Florida Department of Transportation(FDOT)Florida Design Manual (FDM) and the American Association of State Highway and Transportation Officials (AASHTO) A Policy on Geometric Design of Highways and Streets 2018 (The Green Book, 7th Edition, 2018). Background: The segment of the Overseas Highway/SR-5/US-1 within the study area consists of a four-lane,two-way, roadway, with two lanes in each direction with a posted speed of 45 mph and a design speed of 50 mph. The roadway is divided by an approximately 132-foot-wide median with businesses within this area. The northbound (NB) and southbound (SB) directions are connected by two-lane, two-way stop- controlled roadways/Access Roads. The existing travel lanes along US-1 are 11 feet wide, with a 10-foot outer shoulder (5-foot paved bike lane) and a 4-foot inner shoulder (2 feet paved). The existing 6- to 8-foot sidewalk is present on the eastern side (northbound direction) of US-1, with a varying 5-to 12-foot sod utility strip. The existing border width ranges from 23 to 109 feet. Since the large median dividing the NB and SB directions allows for several vehicles to cross over into the connecting roadway and wait for a gap to perform a left turn, US-1 will be analyzed as a one-way roadway, allowing only right turns and crossing movements. The FDM defines the Clear Sight Triangle as the area along intersection approach legs and across their common corners that should be clear of visual obstructions. The clear sight triangle dimensions are based on the design speed, design vehicle, and type of traffic control used at the intersection. Adequate sight distance is essential for allowing drivers sufficient time to react and perform either a turning movement or a crossing movement. This concept applies to both vehicular and pedestrian traffic, both on the street and sidewalk. The analysis performed is based on AASHTO Case B for stop- control intersections (Figure 1), with a design speed of 45 mph, taken from FPID No. 425600-8-52-01, As-Built typical section package (Appendix C), and using a control vehicle type of a combination truck (WB 62) (Appendix D) for the analysis due to the current and future land use. The FDM provides several exhibits to determine the limits of the clear sight distance to perform turning and crossing movements for various lane configurations with stop control. However, these exhibits come with some limitations for their use, such as: Page 3 of 7 776 Memorandum 1. The exhibits apply to intersections in all context classifications with stop control or flashing beacon control. 2. The exhibits apply only to intersections with intersection angles between 60' and 120', and where vertical curves and horizontal curves are not present. ......................................................................................... Edq�mm.�'mm.mm Maim liuRAI' Dno mebnt �'Jt C Par Srqht Co,m,, 171y, fa, 1,1',,rnlrnanro ........... ........................ .. ..... Or Cfe,w 5r�'M WWldov� (a,,rm,, f r"ref Fo oevpfooineo� Ancl (W �C A'ar wiorkw Cootee ot L�oo NIX, A I Fot 0 mt 0 (.Juar SnOr Arc, W'ouf V/ho,i Major Roo'd LNiC Tr"IfFiC Ahn,,rnrj LeQ. fe.q., CIneNL9r cc Figure 1 Clear Sight Triangles (Figure 212.11.1 in FDM 212) The approximate location of the access point is at mile marker (NIP) 92.5. US-1 has an existing horizontal curve with a point of curvature (PC) at NIP 18.417 and a point of tangency (PT) at NIP 18.625, with 3 degrees of curvature. The intersection sight distance was calculated by determining the horizontal sight distance, tangent, and radial from the centerline of the exit lane, 14.5 feet from the edge of pavement, and using the principles of Horizontal Sightline Offset(HSO) from the access point. The sight distance was calculated using AASHTO Green Book equation 9-1 for intersection sight distance along a major road for a turning 151)= 1,47 1/11p�Ij(,r or crossing maneuver from a stop-controlled intersection, using the previously mentioned design speed of 45 mph and a time gap of 10.5 seconds for a combination truck. An ISD = intersection sight distance(length Intersection Sight Distance (ISD) of 694.6 feet, rounded to of the leg of sight triangle alorg the 695 feet, was determined for both the right turn maneuver 1112(jor road)(ft) and crossing maneuver from the site location. The Clear V'­)" = d,,ign speed of inalior road(mph), Sight Triangle was measured 14.5 feet(the minimum driver- i, tirne gap for rninor road vehide to enter eye setback) from the edge of the travel way at the center of the maJor road(s) the entrance lane of the crossroad (development access point) to the center of the near approach lane of the highway Equation 9-1: Intersection Sight (Overseas Highway/US-I/SR-5). Figure 1: Clear Sight distance along major road Triangle illustrates the basis of the clear sight zone and where (AASHTO) the clear zone is located, with dimensions dL & dr being created from the sight distance to the center of the upstream/downstream vehicle to the edge of the pavement. Page 4 of 7 777 Memorandum This ISD is valid for an assumed 3% or less approach grade to the stop bar. Exhibit 1 from Appendix A lays out the sight distance triangle 551 =147f + 1.075— 1� and the clear sight zone location, where the area should be clear of all r1 where: obstructions for the exiting movements going to US-1 NB and the through movement to get to US-1 SB. � �� stopping u °1'a dpuwt:u�uce.'t P' design nn slpecd,rnnpph � The Horizontal Sightline Offset(HSO) is the approximate calculation A pJrakn=D'd"ad,[3Gk[n tvmr,?:.7 of the minimum lateral clearance required between the centerline of " din cel ration,,rate,ft/s' the inside lane and a potential obstruction along the horizontal curve. Equation 3-2:Stopping Sight Using this concept, it can be determined if there is sufficient sight Distance(SSD) distance clearance around the curve for an upcoming vehicle to (AASHTO) perform a turning or stopping maneuver, resulting from a vehicle I R exiting from the access point. This can also be used to indirectly find HSO-­_ N ���� out how far from the access a turning vehicle need to be to see a vehicle to safely turn onto US-1. HSO can be determined by using -iuere: equation 3-3; however, first the Stopping Sight Distance (SSD) is JIddO = 19auni.ont:ilsigiinlanddaft's°r,ft required for the use of the equation. SSD is determined by using S Sight distance,ft equation 3-2. Using the design variables for V=45 mph, t=2.5s, and R h'na.#iUS d,i'cdrve t a=11.2 ft/s2, an SSD of 360' is determined, which is also shown on Equation 3-37: Horizontal Table 3-1 from AASHTO. AASHTO references that equation 3-2 is Sightline Offset(HSO) not limited to high truck traffic, due to truck drivers having a high (AASHTO) vantage point and are able to see above mosta� # �w, tsi vertical obstructions. They are considered to be more experienced than normal drivers, since they can quickly recognize potential risks and ig ���� Centerline take actions accordingly. The major limitation to using this equation involves the steepness of the road. No existing roadway profile or Digital � Terrain Model (DTM) was provided; however, using an existing cross section of FPID No. 425600-8-52-01 an average slope of 0.01% GenWi was calculated from the access point to a point L I�1�1.ns6\ south of the PC point. The effects of the , longitudinal slope of the road is negligible in r. determining the SSD in this case. With the SSD determined, the required HSO can now be calculated by using an SSD of 360' � and the radius of curve of 2,183' from FPID Figure 3-19: Diagram Illustrating Components for No. 425600-8-52-01 As-Built Roadway Plans. Determining Horizontal Sight Distance This resulted in an HSO distance of 7.4'. Using (AASHTO) both the HSO and SSD south of the access point,the clearance distance can be illustrated in Exhibit 3 from Appendix A. Page 5 of 7 778 Memorandum Findings: This segment of the Overseas Highway/SR-5/US-1 was treated as a one- way street, due to the large, approximately 132', median separating the Northbound and Southbound directions. The AASHTO Green Book calls for an Intersection Sight Distance (ISD) from the center of the exit lane at the access point to the center of the crossroad to the center of the near approach lane, to be 695', this point is 14.5' away from the edge of pavement (EOP). For the analysis of the exiting movements (through and right) from the site, the distance for both the tangentially and the radially was plotted out to find the obstruction clear zone and was determined that the current roadway conditions do not impede or obstruct the vision of a combination truck (design vehicle). It would be recommended to add additional "No Parking" signs (R8-3) along the shoulder, to avoid visual obstructions. Exhibit 1 in Appendix A lays out the sight distance for the exit movements to US 1 NB and the through movement to go to US-1 SB. For the entering movement from SB US 1 using the access road, both the tangentially and the radially was plotted out to find the obstruction clear zone and was determined that the current road conditions could create visual obstructions for a combination truck (design vehicle) accessing the site. Within the view zone of the combination truck are existing vegetation and property line fencing. An additional analysis was performed using a passenger vehicle accessing the site at the same location. AASHTO Green Book determined that an intersection sight distance of 430 ft is required for a passenger vehicle. Based on this finding, passenger vehicles do not have visual obstruction based on the current roadway conditions. Exhibit 2 in Appendix A lays out the sight distance for the entering movements from the access road though moved from used by US 1 SB. The AASHTO Green Book calls for a Horizontal Sightline Offset (HSO) distance of 7.4' from a distance of 360', for the minimum Stopping Sight Distance (SSD). Using a point 360' away from the access point, there are minimal sight obstructions that would impact the ability of a vehicle to respond to a departing vehicle, if needed, while departing vehicles can look upstream without any hindrance and perform a turning or crossing movement. Exhibit 3 in Appendix A has the HSO layout based on the site conditions. It is recommended to remove the obstructions from the clear sight line obstruction zone for combination trucks. Some obstructions, such as several trees, fencing, and clutter along the property line, may be infeasible to remove. However, coordinating with property owners and Monroe County to explore the possibility of clearing some of the objects and cargo containers within the area to improve the sight line is advised. Additionally, maintaining the vegetation within the clear sight window concept, following the FDM figure 212.11.3 (5 feet above and 1.5 feet below the line-of-sight datum of 3.5 feet above the pavement), is crucial. An additional recommendation includes the installation of a stop sign on the access road. Page 6 of 7 779 Memorandum Conclusion: Based on the Intersection Sight Distance (ISD) and the Horizontal Sightline Offset (HSO) distance calculated using the AASHTO Green Book and analyzing the existing roadway characteristics,the entering combination truck traffic using the access road from US-1 SB has apparent visual obstructions that could hinder the driver's judgment in performing a safe vehicle maneuver onto US-1 NB. The combination trucks face obstructions within the clear sight view, including several trees,fencing, cargo containers, and clutter along the property line. However, at the same location, passenger vehicles do not encounter the same visual obstructions that could hinder the driver's judgment in performing a safe vehicle maneuver. For the opposite location,for the exiting combination traffic making either a through movement, crossing US-1 NB, or making a right turn onto US-1 NB, there are no apparent visual obstructions that could hinder the driver's judgment in performing a safe vehicle maneuver. The current roadside features are free of any large vegetation or significant aboveground obstructions. It is recommended to notify FDOT to trim trees within the sight triangle and to inform Monroe County about the sight distance violations discussed above in adjacent properties and FDOT right-of-way, so these issues can be corrected. AUUendix A) Sight Distance Triangle Exhibits 1) EXHIBIT 1: INTERSECTION SIGHT DISTANCE TRIANGLE (ISD) RIGHT TURN EXIT 2) EXHIBIT 2: INTERSECTION SIGHT DISTANCE TRIANGLE (ISD) ENTERING SITE 3) EXHIBIT 3: HORIZONTAL SIGHT OFFSET (HSO) 4) EXHIBIT 4: ISD AND HSO B) Straight Line Diagram C) As-Built Roadway Plans and Typical Section Package D) Design Vehicle Exhibit from AASHTO Green Book E) FDM Exhibits F) AASHTO Exhibits G) Crash Data Memo Page 7 of 7 780 Memorandum APPENDIXA: Sight Distance Triangle Exhibits Horizontal Sightline Offset (HSO) Exhibits 781 N W m'�t�uu�mm�:v��nwmlwrc,mr��rn;✓�d V% ,r b ljjl r w olll I N Vm VV IYI ilV ml °I IIII Ip �r iuii�llll�' �d�f III � z z 9//�l�s, '4 NGWIWNGJGIVfIL. � rl o � �' e � � J III IIIII Iu IVk�V I III I, GG ter � o o I II 1, V /, ' I ✓/,,,, („' p� �yy�� I I��I i�lul IV Ir i. f o I�� I IIII r I��II uuu Vu � � y �y IIII I II �Li W CCJ Z I f OPIPPOWIF �T p7i11!�,✓�i fir,all. f� II I nl� �' � r rk9l 'Tu'r 9Rr"'�iTi//� ���I��J��.:I �,,. J �o Dp I Yr r 1 H'e;,: i�/ �� ,T,. f�� J � ,�;r�✓/�//� Uw I flu ,�. M W n -loll �� ����� �G IIII � fly z� p l � D �u oil w y r z a w a P f I VMS f I i >+ Z p rrrrrrrrr �J � y Q I I I �uuumuuu m i Ill u 1 �"u a lil, " I" II uuu'IIII I iillu ii � i wr I I e, o / 6 w o�I r 7 �� x Rp a 9�'1 ,'all 00 00 o� Ell Ell �4t / rrl I II�,I p u A a a s , a / MR r h ,� rr �I III IIIII'wg� °i liirF #sk ✓w "'nxa�iNu� .� ,�uMwu � '�I ,r � r � I �o � I ~ I r _ "r r � 0p j All /fr�i AM Jp� 0 LO 00 El i �z i Ion III�I II VI�� RUIN I , I IW Ili Idyl��� I i"�� II ii lilluuu uuuuu I I ��IVI�(I�I _, Y wti I a u l / I 9JIN ,v �d0.V91'SrcP � I •, {p�I10101Nf�NN& 0 ' II p I I I � �N ory i' IJUi � I w 101HWI;NN9I( t/�//,JV, S? � rr , �nn 5 drc �fiii,.. Memorandum APPENDIX B: Straight Line Diagram 786 aoHs a3n�15 U _ � h 3 �3 W f Gbx 4Z J z Oa OaI80NIJIOONI Q Sbe bL L59'4Z - >--_- W Zs b4 m su Lc N Q - xbbnl eLb'lZ bzb oL m _- Oa 135Nns' - _ v Z9b'IZ e5s lZ NI a43devNs i P aet 6L 20 OOP Lb£'IZ - -z LyY 64+jam �? 3011N0H wpm - asz Gl- ❑ �+ ff e ZSZ'LZ V zlz -_ dann�� '35 F. Ell 1� } szz �; asz au nd AA-77dw Q z I nd bb L'IZ nN VOOHVW wM31A— 09`Jtll A3N0 - z Q doswn - ��Q Eno bi � 3n oewnw can�a 8 O - o 12 LL a01nN000O O awl¢ A3 is o2 �� aO NOlan _BI s16 aL 07 6 3Nod � ti �LLI o z_ z ru aav D >so�o <Q J2v o �epo�z po � ,sa ._ o o ¢^� d7 T-N w a@mm� � � W tom 4(n ape, m.. © mz zssoZ e m hs LL] �rc a m ttp� �d Sd r`o o`er p C �I:]OWWVH 3 s��z a� L3sN�s 0 a OZ '_a 63aOtl N3n36 P 77ISNn _ dp�e .—I n dd a3-1 um > OOO-1- e Lti 8L m Hli£'84 M 31NOla Z9Z ¢foa^� AtlM Ntl3f©f Ix gl - ��Y�P O - ly>> l,Z L�OD 7� JQ W NLL'OZ �� ,O�Ao¢Pe > oSL(IZ and 30V3d J J � � �0 J �77 W_ _ szls� .. wavalaoi3 as alw�uNtluv ? - dOlaos3 _ SY fr Zl co - 787 Memorandum s APPENDIX C: As-Built Typical Section Package & Roadway PLans 788 ........ --- a) co I'- S TA TE OF FLORIDA DEPARTMENT OF TRANSPORTATION TYPICAL SECTION PA CKA GE REVISED 021211201S FINANCIAL PROJECT ID 425600-9-52-01 MONROE COUNTY (90060) STATE ROAD NO. 5 / US V OVERSEAS HIGHWAY FROM NORTH OF JO JEAN WAY (MM 92) TO SOUTH OF CAMELOT DRIVE (MM 93)NORTHBOUND ONLY 41 Qj W Lu END PROJECT STA. 35/+09.79 (C LON MM 93 UP 19.232 ............ BEGIN PROJECT............... STA. 300+00.00 (C CONST.) En MM 92 MP 18.279 Yt PIxiN Pgnt at w LOCATION MAP PREPARED BY: BND ENGINEERS, INC. 14331SW 120 STREET - SUITE 201 MIAM19 FLORIDA 33186 PHONE (305) 599-8495 FAX: (305) 597-9312 CERTIFICATE OF AUTHORIZATION #6658 FDOT PROJECT MANAGER: VILMA CROFT, P.E. ENGINEER OF RECORD: KEVIN A. KEANE9 P.E. (53177) $USER$ $DATE$ $TIME* $FILE$ 0 0 ti PROJECT IDENTIFICATION FINANCIAL PROJECT ID 425600-9-52-01 COUNTY (SECTION) MONROE (90060) PROJECT DESCRIPTION SR 5 /USI/ OVERSEAS HIGHWAY RRR FROM NORTH OF JO JEAN WAY TO SOUTH OF CAME L0T DR. (MY 93)NORTHBOUND ONLY PROJECT FUNCTIONAL CLASSIFICATION HIGHWAY SYST Yes No l_) RURAL (X) () NATIONAL HIGHWAY SYSTEM (X) URBAN ® () (X) FLORIDA INTRASTATE HIGHWAY SYSTEM l) FREEWAY/EXPWY. () MAJOR COLL. LL _ () (X) STRATEGIC INTERMODAL SYSTEM (X) PRINCIPAL ART. () MINOR COLL. _ _ _ (X) () STATE HIGHWAY SYSTEM l) MINOR ART. () LOCAL -) _ _ () (X) OFF STATE HIGHWAY SYSTEM ACCESS CLASSIFICATION TRAFFIC () I- FREEWAY YEAR AADT () 2 - RESTRICTIVE w/Servlce Roods CURRENT 2011 28000 ----........_. () 3 - RESTRICTIVE w1660 ft. Connection Spocing OPENING 2015 27800 (X) 4 - NON-RESTRICTIVE w12640 ft. Slgnal Spocing DESIGN 2035 31200 l_) 5 - RESTRICTIVE w1440 ft. Connection Spacing t) 6 - NON-RESTRICTIVE w11320 ft. SIgnal Spacing DISTRIBUTION () 7 - BOTH MEDIAN TYPES DESIGN SPEED 45 MPH K 10.40 POSTED SPEED 45 MPH D 50 CRITERIA T24 9.92 t) NEW CONSTRUCTION ! RECONSTRUCTION DESIGN SPEED APPROVALS O RRR INTERSTATE / FREEWAY ' 11 i (X) RRR NON-INTERSTATE, ✓ FREEWAY —�. k l "� )14 1 CHRIST P R 7 VE A, E. DATE t) TDLC / NEW CONSTRUCTION / DECONSTRUCTION.... 1STRI T SINE IN ER () TDLC / RRR y� (_) MANUAL OF UNIFORM MINIMUM STANDARDS A MEI 1N, E. DATE (FLORIDA GREENBOOK)(OFF-STATE HIGHWAY SYSTEM ONLY) DISTRICT TRAFFIC OPERATIONS ENGINEER LIST ANY POTENTIAL EXCEPTIONS AND VARIATIONS RELATED TO TYPICAL SECTION ELEMENTS: I. VARIATION - PARKING LANE CROSS SLOPES 2. VARIATION - LANE WIDTH 3. VARIATION - RECOVERABLE TERRAIN LIST MAJOR STRUCTURES LOCATIONIDESCR1PT10N - REQUIRING INDEPENDENT STRUCTURE DESIGN: N/A LIST MAJOR UTILITIES WITHIN PROJECT CORRIDOR: COMCAST CABLE,FLORIDA KEYS ELCETRIC COOPERATIVE ASSOC.,FLORIDA KEYS AQUEDUCT AUTHORITY - AREA 4 , FLORIDA KEYS AQUEDUCT,AUTHORITY FLORIDA KEYS AQUEDUCT UPPER KEY,AND A T T DISTRIBUTION. LIST OTHER INFORMATION PERTINENT TO DESIGN OF PROJECT: 1. EXISTING N8 LANE WIDTHS WERE REDUCED FROM 12' TO I1` IN ORDER TO ACCOMODATE A 61 SHOULDER ON EITHER SIDE OF THE ROADWAY. 2. SOUTHBOUND SECTION OF ROADWAY WAS RESURFACED UNDER FDOT PROJECT No. 419849-1-52-01. J. THIS PROJECT IS STRUNG WITH FDOT PROJECT No. 419848-1-52-01(LEAD)& 425600-8-52-01(GOES WITH) $USERS $DATES $TIMES $FILE$ ........... ti Q L-j Cb Q LQ LA I- LO Q Zt Ln Zo ............. U- ...................... 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Ground cover plants are naturally low-growing plants with a maximum mature height of<_ 18 inches. Trunked plants are those with a mature trunk diameter of 4 inches or less (measured 6 inches above the ground). Maintain clear sight triangles for all approaches. Do not place trees within the hatched- out areas as shown in Figure 212.11.2. The hatched-out areas are for ground cover plants only. Coordinate with the Project Landscape Architect for the placement of vegetation and the necessary space above and below ground for tree growth that will maintain clear sight triangles. Figure 212.11.2 Special Areas Limited to Ground Cover Plants 100' 700' for <50 mph 200.' for >_50r mph Do not place trees Do not place trees — in hatched out areas in hatched out areas Limit of — Limit of clear sight clear sight Lane Identification and Direction of Traffic * Driver's eye setback is Pavement Markings defined in FDM 212.71.1 Where left turns from the major road are permitted, do not locate trees within the distance db shown in Table 212.11.1 (see FDM 212.11.4) and not less than the distances shown in Figure 212.11.2 and the spacings in Table 212.11.3 as applicable. 212.11.6.1 Clear Sight Window Concept The clear sight window concept may provide opportunities for vegetation within the limits of intersection sight triangles. This concept is illustrated in Figure 212.11.3. This detail provides the required vertical clear sight limits with respect to the sight line datum. Do not place trees within the hatched-out areas as shown in Figure 212.11.2 (even if using the clear sight window concept). The hatched-out areas are for ground cover plants only. 212 - Intersections 27 867 Topic#625-000-002 FDOT Design Manual January 1, 2024 Figure 212.11.3 Window Detail b Bottom Of Canopy 'n Sight Line Datum 1'-6" Top Of Ground Cover V V . Pavement Since observations are made in both directions, the line-of-sight''datum between roadways is 3.5 feet above both pavements. The horizontal limits of the window are defined by clear sight triangles. Within the limits of clear sight triangles, the following restrictions apply- • Canopy of trees and trunked plants must be at least 5 feet above the sight line datum. • The top of the ground cover plants must be at least 1.5 feet below the sight line datum. See FDM 270 for additional information about plant selection and placement. Enforcing these limits provides a clear line of sight for approaches to an intersection. When trees are located in the median of a divided roadway and fall within the limits of a clear sight triangle, conform to Table 212.11.3 for tree size and spacing. Spacing values for trees with diameter of 11 inches or less were derived assuming a maximum 6-foot- wide shadow band on a vehicle at the stop bar location when viewed by a mainline driver beginning at sight distance V. This is illustrated in Figure 212.11.4. Spacing values for 212 - Intersections 28 868 Topic#625-000-002 FDOT Design Manual January 1, 2024 trees with diameter greater than 11 inches and less than or equal to 18 inches were derived assuming a 2 second full view of the vehicle at the stop bar when viewed by the mainline driver beginning at sight distance `d'. (See Figure 212.11.5). Table 212.11.3 Minimum Tree Spacing 25 20 75 30 25 90 35 30 105 40 35 120 45 40 1S 50 50 150 55 55 165 60 60 180 Notes: (1) Size and spacing are based on the following conditions: (a) A single line of trees in the median parallel to but not necessarily collinear with the centerline. (b) A straight approaching mainline and intersection angle between 60' and 120°. (c) Space trees with 4" < Dia. <_ 11" intermixed with trees with 11" < Dia. <_ 18" based on trees with 11" < Dia. <_ 18". (2) Detail tree size, spacing, and location in the plans for any other conditions. (3) Trunked Plants may be placed on 20-foot centers. 212 - Intersections 29 869 2-64 A Policy on Geometric Design of Highways and Streets � o ca 5.0 ft 11.0 ft 3.0 ft [1.52 m] [3.35 m] [0.91 m] 19.0 ft [5.79 m] 0 5ft loft 0 1 m 2.5 m Scale Path of left ---- _ Path of front front wheel overhang r r � r CII r / p k 6.0 ft �4g tUr4i Y t� [1.83 m] 238 />9 1�A �� A I I I 0 5ft loft I I ' i 0 1 m 2.5 m I I Scale I i ' I I I I ' I I I ' I I ' 7.0 ft [2.13 m] Path of right rear wheel overhang I I ' I I ' • Max.steering angle is 31.60 • CTR=Centerline turning radius at front axle I Figure 2-10. Minimum Turning Path for Passenger Car (P) Design Vehicle 870 2-76 A Policy on Geometric Design of Highways and Streets 48.0 ft 15.0 ft [14.63 m] [4.57 m] 4.5 ft _ 2.5 11.37 m] 41.0 ft [0.76 m] [12.50 m] O O O O O 17.4 ft O 4.2 ft 4.0 ft 4.4 ft 28 mi [5.30 m] _ 4.0 ft 19.5 ft [1.22 m] [1.22 m] [1.35 m] 62.5 ft [19.05 m] 69.0 ft [21.03 m] 0 5ft loft RRSF 0 lm 2.5m Scale Path of left Path of front front wheel ��� \\��` / overhang i a? i 3 668 I � 1 [ 7.4 ft min t [2.25 m] 0 5ft 10ft I 0 1 m 2.5 m I Scale Fn I I Q I I I I I I I I I I I Path of right rear wheel j I I I •Max.steering angle is 28.41 •CTR=Centerline turning radius at front axle I •AA1 =651 8.5 ft [2.59 m] Figure 2-23. Minimum Turning Path for Interstate Semitrailer(WB-62 [WB-19]) Design Vehicle 871 Memorandum APPENDIX E : FDM Exhibits 872 Topic#625-000-002 FDOT Design Manual January 1, 2024 212.10 Clear Sight Triangles Establish clear sight triangles to assure that drivers are provided a sufficient view of the intersecting highway to identify gaps in traffic and decide when it is safe to proceed. Document the analysis of sight distance for all intersections. Clear sight triangles are the areas along intersection approach legs and across their common corners that should be clear of visual hindrances. Dimensions of clear sight triangles are based on design speed, design vehicle, and the type of traffic control used at the intersection. 212.11.1 Stop Control (AASHTO Case B) Figure 212.11.1 illustrates clear sight triangles for intersections and driveways. Figure 212.11.1 Clear Sight Triangles r dL dr FT�r03H C11 jOr Hrr)'W! — - Pc�r�1 Ju:u �rnrf Jf (lr a+ 5rJh -��- / -- z (?F-(-;1�a -S-l-- c-h (o Cu,o F,( axi;nn- w m 1 r e o I (0 For ? JBInrt AO JO 01 CIe S '+lo c: 1.ir i , For `1,�+* QP lcar 51 r1 t Are Crr osite Nroul i.i/hppi Np,i (,�np 4) me1 L(It Ctwe'.a✓ LoIf1. C The minimum driver-eye setback of 14.5 feet from the edge of the traveled way may be adjusted on any intersection leg only when justified by a documented, site-specific field study of vehicle stopping position and driver-eye position. Exhibits 212-4 through 212-7 provide intersection sight distances for stop-controlled intersections. The tables in the exhibits provide sight distance values for Passenger vehicles, Single Unit (SU) Trucks, and Combination vehicles for design speeds ranging from 25 mph to 70 mph. Intersection sight distance based on Passenger vehicles is suitable for most intersections- however, consider the values for SU Vehicles or Combination vehicles for intersections with high truck volumes. 212- Intersections 873 Topic#625-000-002 FDOT Design Manual January 1, 2024 The following guidance applies to Exhibits 212-4 through 212-7: (1) Limitations (a) The exhibits apply to intersections in all context classifications with stop control or flashing beacon control. (b) The exhibits apply only to intersections with intersecting angles between 600and 1200, and where vertical and horizontal curves are not present. (2) Dimensions (a) Sight distance (d) is measured from the center of the entrance lane of the crossroad to the center of the near approach lane (right or left) of the highway. (b) Distances `dL' and `dr' are measured from the centerline of the entrance lane of the crossroad to a point on the edge of the near side outer traffic lane on the highway. (c) Distance `dm' is measured from the centerline of the entrance lane of the crossroad to a point on the median clear zone limit or horizontal clearance limit for the far side road of the highway. (3) Vertical limits (a) Provide a clear sight window `throughout the limits of all intersection sight triangles. (b) Provide a clear line of sight between vehicles at intersection stop locations and vehicles on the highway throughout the limits of all intersection sight triangles. (c) The reference datum between roadways is 3'-6" above respective pavements since observations are made in both directions along the line of sight. 212- Intersections 2 874 N r 00 � J N LU N M _ " a o vi J W U z p W LLJ LLJ n g n jCc °z a O W Q c \II o h Z Z I I J LL Q Q J I LLJ '^ T £ h a = LLJo vi <7 I _ z _ w LV J` a = a` J a�rNo 0 o a w u w z ¢ z LL - NNNm " o w Q 4 QC a o w J ti N ti a a v w = -�- - w p I � w � cc J ti a a N m I zahhaa h o I J N z p D,U � � u.� - rNo �no �nomo �no a 2 I W - z � w ' z I z N 1 3 o a i I I� � I I I w n ti 00 00 W U-) " �, " . 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N . - V u, a v o Ul �l L � a LL •-. �nt it O b W � a 4,gF v � �W m m � � E..�� �NO N 0 0 N n Ire w fir r'Y 3 tin a rn .c b o N l �n LL N N N c Q v vl vl c O v vl vl Y Q U h N Memorandum APPENDIX F: AASHTO Green Book Exhibits 879 Intersections 9-35 9.5 INTERSECTION SIGHT DISTANCE 9.5.1 General Considerations Each intersection has the potential for several different types of vehicular conflicts.The possibil- ity of these conflicts actually occurring can be greatly reduced through the provision of proper sight distances and appropriate traffic controls. The avoidance of conflicts and the efficiency of traffic operations still depend on the judgment, capabilities, and response of each individual driver. Stopping sight distance is provided continuously along each roadway so that drivers have a view of the roadway ahead that is sufficient to allow drivers to stop. The provision of stopping sight distance at all locations along each roadway, including intersection approaches, is fundamental to intersection operation. Vehicles are assigned the right-of-way at intersections by traffic-control devices or, where no traffic-control devices are present, by the rules of the road. A basic rule of the road, at an inter- section where no traffic-control devices are present, require the vehicle on the left to yield to the vehicle on the right if they arrive at approximately the same time. Sight distance is provided at intersections to allow drivers to perceive the presence of potentially conflicting vehicles. This should occur in sufficient time for a motorist to stop or adjust their speed, as appropriate, to avoid colliding in the intersection. The methods for determining the sight distances needed by drivers approaching intersections are based on the same principles as stopping sight distance, but incorporate modified assumptions based on observed driver behavior at intersections. The driver of a vehicle approaching an intersection should have an unobstructed view of the en- tire intersection, including any traffic-control devices. At uncontrolled or minor approach stop controlled intersections, sight distance along the intersecting roadway should be sufficient to permit the driver on the minor road to anticipate and avoid potential collisions. If the available sight distance for an entering or crossing vehicle is at least equal to the appropriate stopping sight distance for the major road, then drivers have sufficient sight distance to anticipate and avoid collisions. However, in some cases, a major-road vehicle may need to slow or stop to ac- commodate the maneuver by a minor-road vehicle. To enhance traffic operations, intersection sight distances that exceed stopping sight distances are desirable along the major road.Specific 880 9-36 A Policy on Geometric Design of Highways and Streets policies for intersection sight distance vary by intersection control type and are presented below in Section 9.5.3 for seven specific cases,designated Cases A through G. Less sight distance may be needed at roundabouts, signalized intersections,or all-way stop con- trolled intersections.The sight distance needed under various assumptions of physical conditions and driver behavior is directly related to the type of traffic control, to the maneuvers allowed, to the vehicle speeds, and to the resultant distances traversed during perception—reaction time and braking. 9.5.2 Sight Triangles Specified areas along intersection approach legs and across their included corners should be clear of obstructions that might block a driver's view of potentially conflicting vehicles. These spec- ified areas are known as clear sight triangles. The dimensions of the legs of the sight triangles depend on the design speeds of the intersecting roadways and the type of traffic control used at the intersection. These dimensions are based on observed driver behavior and are documented by space-time profiles and speed choices of drivers on intersection approaches (21). Two types of clear sight triangles are considered in intersection design—approach sight triangles and de- parture sight triangles. 95.2.1 Approach Sight Triangles Each quadrant of an intersection should contain a triangular area free of obstructions,that might block an approaching driver's view of potentially conflicting vehicles. The length ofthe legs of this triangular area, along both intersecting roadways, should be such that the drivers can see any potentially conflicting vehicles in sufficient time to slow or stop before colliding within the intersection. Figure 9-16 shows typical clear sight triangles to the left and to the right for a ve- hicle approaching an uncontrolled or yield-controlled intersection. 881 Intersections 9-37 �.......................b............ i �° b.........................., Major Road Major Road r. i u t az Clear Sight Triangle Clear Sight Triangle Decision Point Decision Point Approaching Sight Triangle for Viewing Traffic Approaching Sight Triangle for Viewing Traffic Approaching the Minor Road from the Left Approaching the Minor Road from the Right Approach Sight Triangles(Uncontrolled or Yield-Controlled) Figure 9-16—Approach Sight Triangles at Intersections The vertex of the sight triangle on a minor-road approach (or an uncontrolled approach) rep- resents the decision point for the minor-road driver(see Figure 9-16).This,decision point is the location at which the minor-road driver should begin to brake to a stop if another vehicle is present on an intersecting approach. The distance from the major road, along the minor road, is illustrated by the distance a,to the left and al to the right as shown in Figure 9-16. Distance a2 is equal to distance a,plus the width of the lane(s)departing from the intersection on the major road to the right. Distance a2 should also include the width of any median present on the major road unless the median is wide enough to permit a vehicle to stop before entering or crossing the roadway beyond the median. The geometry of a clear sight triangle is such that when the driver of a vehicle without the right- of-way sees a vehicle that has the right of way on an intersecting approach, the driver of that potentially conflicting vehicle can also see the first vehicle. Distance b illustrates the length of this leg of the sight triangle. Thus, the provision of a clear sight triangle for vehicles without the right-of-way also permits the drivers of vehicles with the right-of-way to slow, stop, or avoid other vehicles, if needed. Although desirable at higher volume intersections, approach sight triangles like those shown in Figure 9-16 are not needed for intersection approaches controlled by stop signs or traffic signals. In that case,the need for approaching vehicles to stop at the intersection is determined by the traffic control devices and not by the presence or absence of vehicles on the intersecting approaches. 882 9-38 A Policy on Geometric Design of Highways and Streets 95.2.2 Departure Sight Triangles A second type of clear sight triangle provides sight distance sufficient for a stopped driver on a minor-road approach to depart from the intersection and enter or cross the major road. Figure 9-17 shows typical departure sight triangles to the left and to the right of the location of a stopped vehicle on the minor road. Departure sight triangles should be provided in each quadrant of each intersection approach controlled by stop or yield signs. Departure sight triangles should also be provided for some signalized intersection approaches(see Section 9.5.3.4).Distance a in Figure 9-17 is equal to distance a,plus the width of the lane(s) departing from the intersection on the major road to the right. Distance a should also include the width of any median present on the major road unless the median is wide enough to permit a vehicle to stop before entering or crossing the roadway beyond the median. The appropriate measurement of distances a, and a for departure sight triangles depends on the placement of any marked stop line that may be present and,thus,may vary with site-specific conditions. b • b 0 0 1_Maj.or.I�;oad Major Road 62 a, Clear Sight Triangle Clear Sight Triangle --71 " Decision Point ro 1 Decision Point Departure Sight Triangle for Viewing Traffic Departure Sight Triangle for Viewing Traffic Approaching the Minor Road from the Left Approaching the Minor Road from the Right Departure Sight Triangles(Stop-Controlled) Figure 9-17. Departure Sight Triangles for Intersections The recommended dimensions of the clear sight triangle for desirable traffic operations where stopped vehicles enter or cross a major road are based on assumptions derived from field obser- vations of driver gap-acceptance behavior(21). The provision of clear sight triangles like those shown in Figure 9-17 also allows the drivers of vehicles on the major road to see any vehicles stopped on the minor-road approach and to be prepared to slow or stop, if needed. 95.2.3 Identification of Sight Obstructions within Sight Triangles The profiles of the intersecting roadways should be designed to provide the recommended sight distances for drivers on the intersection approaches. Within a sight triangle, any object at a height above the elevation of the adjacent roadways that would obstruct the driver's view should 883 Intersections 9-39 be removed or lowered, if practical. Such objects may include buildings,parked vehicles, road- way structures,roadside hardware,hedges,trees,bushes,unmowed vegetation,tall crops,walls, fences, and the terrain itself. Particular attention should be given to the evaluation of clear sight triangles at interchange ramp/crossroad intersections where features such as bridge railings, roadside barriers,piers, and abutments are potential sight obstructions. The determination of whether an object constitutes a sight obstruction should consider both the horizontal and vertical alignment of both intersecting roadways, as well as the height and position of the object. In making this determination, it should be assumed that the driver's eye is 3.50 ft [1.08 m] above the roadway surface and that the object to be seen is 3.50 ft [1.08 m] above the surface of the intersecting road. This object height is based on a vehicle height of 4.35 ft [1.33 m],which represents the 15th per- centile of vehicle heights in the current passenger car population less an allowance of 10 in. [250 mm].This allowance represents a near-maximum value for the portion of a passenger car height that needs to be visible for another driver to recognize it as the object.The use of an object height equal to the driver eye height makes intersection sight distances reciprocal(i.e.,if one driver can see another vehicle,then the driver of that vehicle can also see the firstvehicle). Where the sight-distanee value used in design is based on a single-unit or combination truck as the design vehicle, it is also appropriate to use the eye height ofatruck driver in checking sight obstructions. The recommended value of truck driver's eye height is 7.6 ft [2.33 m] above the roadway,surface, 9.5.3 Intersection Control The recommended dimensions of the sight triangles vary with the type of traffic control used at an intersection because different types of control impose different legal constraints on drivers and, therefore, result in different driver behavior. Procedures to determine sight distances at intersections are presented below according to different types of traffic control, as follows: 0 Case A—Intersections with no control(see Section 9.5.3.1) 0 Case B—Intersections with stop control on the minor road (see Section 9.5.3.2) — Case B 1—Left turn from the minor road(see Section 9.5.3.2.1) — Case 132—Right turn from the minor road(see Section 9.5.3.2.2) — Case 133—Crossing maneuver from the minor road(see Section 9.5.3.2.3) 0 Case C—Intersections with yield control on the minor road(see Section 9.5.3.3) — Case C1—Crossing maneuver from the minor road(see Section 9.5.3.3.1) — Case C2—Left or right turn from the minor road(see Section 9.5.3.3.2) 0 Case D—Intersections with traffic signal control (see Section 9.5.3.4) 884 9-40 A Policy on Geometric Design of Highways and Streets 0 Case E—Intersections with all-way stop control(see Section 9.5.3.5) 0 Case F—Left turns from the major road(see Section 9.5.3.6) 0 Case G—Roundabouts (see Section 9.5.3.7) 95.3.1 Case A—Intersections with No Control For intersections not controlled by yield signs,stop signs,or traffic signals,the driver of a vehicle approaching an intersection should be able to see potentially conflicting vehicles in sufficient time to stop before reaching the intersection. The location of the decision point(driver's eye)of the sight triangles on each approach is determined from a model that is analogous to the stop- ping sight distance model,with slightly different assumptions. While some perceptual tasks at intersections may need substantially less time,the detection and recognition of a vehicle that is a substantial distance away on an intersecting approach, and is near the limits of the driver's peripheral vision, may take up to 2.5 s. The distance to brake to a stop can be determined from the same braking coefficients used to determine stopping sight distance in Table 3-1. Field observations indicate that vehicles.approaching uncontrolled intersections typically slow to approximately 50 percent oftheir midblock,running speed,This occurs even when no potentially conflicting vehicles,are present(21).This initial slowing typically occurs at;deceleration rates up to 5 ft/s2 [1.5 m/s2]. Deceleration at this gradual rate has becn observed to begin even before a potentially conflicting,yehicle comes into view, Braking at greater deceleration rates, which can approach those assumed in stopping sight distance, can begin up to 2.5 s after a vehicle on the intersecting approach comes into view. Thus, approaching vehicles may be traveling at less than their midblock running speed during all or part of the perception—reaction time and can, therefore,where needed,brake to a stop from a speed less than the midblock running speed. Table 9-4 shows the distance traveled by an approaching vehicle during perception—reaction and braking time as a function of the design speed of the roadway on which the intersection approach is located. These distances should be used as the legs of the sight triangles shown in Figure 9-16 as dimensions a, and b. Distance a2 is longer than distance a„ as defined Section 9.5.2.1, "Approach Sight Triangles.". Referring to Figure 9-16, roadway A with an assumed design speed of 50 mph [80 km/h] and roadway B with an assumed design speed of 30 mph [50 km/h] need a clear sight triangle with legs extending at least 245 and 140 ft [75 in and 45 m] along roadways A and B, respectively. 885 Intersections 9-41 Table 9-4. Length of Sight Triangle Leg—Case A, No Traffic Control U.S. Customary Metric Design Speed Length of Leg Design Speed Length of Leg (mph) (ft) (km/h) (m) 15 70 20 20 20 90 30 25 25 115 40 35 30 140 50 45 35 165 60 55 40 195 70 65 45 220 80 75 50 245 90 90 55 285 100 105 60 325 110 120 65 365 120 135 70 405 130 150 75 445 80 485 Note: For approach grades greater than 3 percent, multiply the sight distance values in this table by the appropriate,a,djustment factor from Table 9 5. This clear triangular area will permit the vehicles on either�road to stop,if nceded,before reach- ing the intersection. If the design speed of any approach is not known, it can be estimated by using the 85th percentile of the midblock running speeds for that approach. The distances shown in Table 9-4 are generally less than the corresponding values of stopping sight distance for the same design speed. Where a clear sight triangle has legs that correspond to the stopping sight distances on their respective approaches,an even greater margin of efficient operation is provided.However,since field observations show that motorists slow down to some extent on approaches to uncontrolled intersections, the provision of a clear sight triangle with legs equal to the full stopping sight distance is not essential. Where the grade along an intersection approach exceeds 3 percent, the leg of the clear sight triangle along that approach should be adjusted by multiplying the appropriate sight distance from Table 9-5 by the appropriate adjustment factor from Table 9-6. 886 9-42 A Policy on Geometric Design of Highways and Streets Table 9-5. Adjustment Factors for Intersection Sight Distance Based on Approach Grade U.S. Customary Approach Design Speed (mph) Grade M 15 20 25 30 35 40 45 50 55 60 65 70 75 80 -6 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.2 1.2 1.2 1.2 1.2 1.2 1.2 -5 1.0 1.0 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.2 1.2 1.2 1.2 -4 1.0 1.0 1.0 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 -3 to +3 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 +4 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 +5 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 +6 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 Metric Approach Design Speed (km/h) Grade M 20 30 40 50 60 70 80 90 100 110 120 130 -6 1.1 1.1 1.1 1.1 1.1 1.1 1.2 1.2 1.2 1.2 1.2 1.2 -5 1.0 1.0 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.2 1.2 1.2 -4 Lo, 1.0 1.0 1,1. 1.1., 1.1 1.1 1.1 1.1, 1.1 1.1 1.1 -3 to +3 1,0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1,0 1.0 +4 1.0 1.0 1.0 1.0 0:9 0.9 0;9 0.9 0..9 0.9 0.9 0.9 +5 1.0_? 1.0 1.0 0.9 0,9 U, 01.9 0.9 0.9 0.9 0.9! 0.9 +6 L0 1,0. 0.9 0.9 0,9 p,9 0.9 0.9 0.9 0.9 0,9: 0.9 Note: Based on ratio of stopping sight distance on specified approach grade to stopping sight distance on level terrain. Note:This table is used in determining intersection sight distance criteria for Cases A and C. If the sight distances given in Table 9-4, as adjusted for grades, cannot be provided, consider- ation should be given to installing regulatory speed signing to reduce speeds or installing stop signs on one or more approaches. No departure sight triangle like that shown in Figure 9-17 is needed at an uncontrolled intersec- tion because such intersections typically have very low traffic volumes.If a motorist needs to stop at an uncontrolled intersection because of the presence of a conflicting vehicle on an intersecting approach, it is very unlikely another potentially conflicting vehicle will be encountered as the first vehicle departs the intersection. 95.3.2 Case B-Intersections with Stop Control on the Minor Road Departure sight triangles for intersections with stop control on the minor road should be con- sidered for three situations: 0 Case B 1-Left turns from the minor road; 887 Intersections 9-43 0 Case 132—Right turns from the minor road; and 0 Case 133—Crossing the major road from a minor-road approach. Intersection sight distance criteria for stop-controlled intersections are longer than stopping sight distance to allow the intersection to operate smoothly. Minor-road vehicle operators can wait until they can proceed safely without forcing a major-road vehicle to stop. 9.5.3.2.1 Case 131—Left Turn from the Minor Road Departure sight triangles for traffic approaching from either the right or the left, like those shown in Figure 9-17,should be provided for left turns from the minor road onto the major road for all stop-controlled approaches. The length of the leg of the departure sight triangle along the major road in both directions, shown as distance b in Figure 9-17,is the recommended intersec- tion sight distance for Case B1. The vertex (decision point) of the departure sight triangle on the minor road should be 14.5 ft [4.4 m]from the edge of the major-road traveled way. This represents the typical position of the minor-road driver's eye when a vehicle is stopped relatively close to the major road.Field obser- vations of vehicle stopping positions found that,where needed,drivers will stop with the front of their vehicle 6.5 ft [2.0 m] or less from the edge of the major-road traveled way. Measurements of passenger cars indicate that the distance from the front ofthe vehicle to the driver's eye for the current U.S.passenger car population is nearly always 8 ft [2.4 m]or less(21).Where practical, it is desirable to increase the distance from the edge of the major-road traveled way to the vertex of the clear sight triangle from 14.5 to 18 ft [4.4 in to 5.4 m]. This increase allows 10 ft [3.0 m] from the edge of the major-road traveled way to the front of the stopped vehicle, providing a larger sight triangle. The length of the sight triangle along the minor road(distance a in Figure 9-17)is the sum of the distance from the major road plus V,lane width for vehicles approaching from the left, or IV,lane widths for vehicles approaching from the right. Field observations of the gaps in major-road traffic actually accepted by drivers turning onto the major road have shown that the values in Table 9-6 provide sufficient time for the minor-road vehicle to accelerate from a stop and complete a left turn without unduly interfering with ma- jor-road traffic operations. The time gap acceptance time does not vary with approach speed on the major road. Studies have indicated that a constant value of time gap, independent of ap- proach speed,can be used as a basis for intersection sight distance determinations. Observations have also shown that major-road drivers will reduce their speed to some extent when minor-road vehicles turn onto the major road. Where the time gap acceptance values in Table 9-6 are used to determine the length of the leg of the departure sight triangle, most major-road drivers should not need to reduce speed to less than 70 percent of their initial speed (21). The intersection sight distance in each direction should be equal to the distance traveled at the design speed of the major road during a period of time equal to the applicable time gap shown 888 9-44 A Policy on Geometric Design of Highways and Streets in Table 9-6. The length of the sight triangle leg to the right needed for a left-turn maneuver by a passenger car onto the major road, shown as dimension b in the drawing on the right in Figure 9-17,is based on a time gap of 7.5 s. A sight triangle to the left is also needed for the left-turn- ing vehicle to cross the near lane(s)of the major road on which traffic approaches from the left; the length of the leg of this sight triangle along the major road is shown as dimension b in the drawing to the left in Figure 9-17. This sight triangle to the left is normally provided by Case B2 for the right-turn maneuver(see below). In the rare case where a right-turn maneuver is not permitted onto a two-way street, Case B2 should still be provided so that sight distance is avail- able for crossing the near lane(s) in a left-turn maneuver. In applying Table 9-6, it can usually be assumed that the minor-road vehicle is a passenger car.However,where substantial volumes of heavy vehicles enter the maj or road, such as from a ramp terminal,the use of tabulated values for single-unit or combination trucks should be considered. Table 9-6 includes appropriate adjustments to the gap times for the number of lanes on the major road and for the approach grade of the minor road. The adjustment for the grade of the minor-road approach is needed only if the rear wheels of the design vehicle would be on an upgrade that exceeds 3 percent when the vehicle is at the stop line of the minor-road approach. Table 9-6. Time Gap for Case 131,Left Turn from Stop Design Vehi / Ti a all oilwlsig a ,f Ma l Passenger car, 7.5 Single-unit truck, 9,5 Combination truck 11.5 Note:Time gaps are for a stopped vehicle to turn left onto a two-lane highway with no median and with minor-road approach grades of 3 percent or less.The time gaps are applicable to determining sight distance to the right in left-turn maneuvers.The table values should be adjusted as follows: For multilane roadways or medians—For left turns onto two-way roadways with more than two lanes, including turn lanes,add 0.5 s for passenger cars or 0.7 s for trucks for each additional lane, from the left, in excess of one,to be crossed by the turning vehicle. Median widths should be converted to an equivalent number of lanes in applying the 0.5 and 0.7 s criteria presented above; for example, an 18-ft [5.5-m] median is equivalent to one and a half lanes, and would require an additional 0.75 s for a passenger to cross and an additional 1.05 s for a truck to cross. For minor-road approach grades—If the approach grade is an upgrade that exceeds 3 percent, add 0.2 s for each percent grade by which the approach grade exceeds zero percent. 889 Intersections 9-45 The intersection sight distance along the major road(distance b in Figure 9-17) is determined by: U.S.Customary Metric 1SD= 1.47 " 111"J4N-t�; SO=0.278 Vnialor tg (9-1) where: where: ISD = intersection sight distance(length ISD = intersection sight distance(length of the leg of sight triangle along the of the leg of sight triangle along the majorroad) (ft) major road)(m) V�o�=design speed of major road(mph) V�or=design speed of major road(km/h) tg=time gap for minor road vehicle to enter tg=time gap for minor road vehicle to enter the major road(s) the major road(s) For example, a passenger car turning left onto a two-lane major road should be provided sight distance equivalent to a time gap of 7.5 s in major-road traffic. If the design speed of the major road is 60 mph [100 km/h],this corresponds to a sight distance of 1.47(60)(7.5) = 661.5 or 665 ft [0.278(100)(7.5)=208.5 or 210 m],rounded for design. A passenger car turning left onto a four-lane undivided roadway will need to cross two near lanes, rather than one. This,increases the recommended ;gap in major-road,traffic from 7.5 to 8.0 s. The corresponding value of sight distance for this example would be 706 ft [223 m].If the minor-road ap roach to such an intersection is located do a 4 percent upgrade, then the time gap selected for intersection sight distance design for left turns should be increased from 8.0 to 8.8 s, equivalent to an increase of 0.2 s for each percent grade. The design values for intersection sight distance for passenger cars are shown in Table 9-7. No adjustment of the recommended sight distance values for the major-road grade is generally needed because both the major-and minor-road vehicle will be on the same grade when depart- ing from the intersection. However, if the minor-road design vehicle is a heavy truck and the intersection is located near a sag vertical curve with grades over 3 percent,then an adjustment to extend the recommended sight distance based on the major-road grade should be considered. 890 9-46 A Policy on Geometric Design of Highways and Streets Table 9-7. Design Intersection Sight Distance—Case 131, Left Turn from Stop U.S. Customary Metric Intersection Sight Intersection Sight Design Stopping Distance for Design Stopping Distance for Distance Distance Speed Sight Passenger Cars Speed Sight Passenger Cars (mph) (ft) Calculated Design (km/h) (m) Calculated Design (ft) (ft) (m) (m) 15 80 165.4 170 20 20 41.7 45 20 115 220.5 225 30 35 62.6 65 25 155 275.6 280 40 50 83.4 85 30 200 330.8 335 50 65 104.3 105 35 250 385.9 390 60 85 125.1 130 40 305 441.0 445 70 105 146.0 150 45 360 496.1 500 80 130 166.8 170 50 425 551.3 555 90 160 187.7 190 55 495 606.4 610 100 185 208.5 210 60 570 661.5 665 110 220 229.4 230 65 645 716.6 720 120 250 250.2 255 70 730 7.71.8 775 130 285, ; 271.1 27S 75 820 826.9 830 80 910 i 882.0 885 Note: Intersection sight distance shown is fora stopped passenger ear to turn left onto a two-lane highway with,no median,and grades 3 percent or less. For other conditions,the time gap, should be adjusted and the sight distance recalculated. Sight distance design for left turns at intersections on divided roads or streets should consider multiple design vehicles and median width. If the design vehicle used to determine sight dis- tance for an intersection on a divided road or street is larger than a passenger car, then sight distance for left turns should be checked for that selected design vehicle and for a passenger car as well. If the median on a divided road or street is wide enough to store the design vehicle with a clearance to the through lanes of approximately 3 ft [1 m] at both ends of the vehicle,no sepa- rate analysis for the departure sight triangle for left turns is needed on the minor-road approach for the near roadway to the left. In most cases,the departure sight triangle for right turns (Case 132)will provide sufficient sight distance for a passenger car to cross the near roadway to reach the median. Possible exceptions are addressed in the discussion of Case B3. If the design vehicle can be stored in the median with adequate clearance to the through lanes, a departure sight triangle to the right for left turns should be provided for that design vehicle turning left from the median roadway.Where the median is not wide enough to store the design vehicle, a departure sight triangle should be provided for that design vehicle to turn left from the minor-road approach. 891 Intersections 9-47 The median width should be considered in determining the number of lanes to be crossed. The median width should be converted to equivalent lanes. For example, an 18-ft [5.5-m] median should be considered as one and a half additional lanes to be crossed in applying the multilane roadway adjustment for time gaps in Table 9-6. Furthermore, a departure sight triangle for left turns from the median roadway should be provided for the largest design vehicle that can be stored on the median roadway with adequate clearance to the through lanes. If the sight distance along the major road shown in Figure 9-17,including any appropriate ad- justments,cannot be provided,then consideration should be given to installing regulatory speed signing on the major-road approaches. For left-turns onto a one-way roadway,time gaps based on Case B2(see below)can be applied in determining the sight triangle needed for looking at vehicles approaching from the right. 9.5.3.2.2 Case 132—Right Turn from the Minor Road A departure sight triangle for traffic approaching from the left like that shown in Figure 9-17 should be provided for right turns from the minor road onto the major road. The intersection sight distance for right turns is determined in the same manner as for Case B 1, except that the time gaps-(tg) in Table 9-6 should be adjusted, Field observations indicate that,in making right turns, drivers generally accept gaps,that are slightly shorter than those accepted in making left turns (21). The time gaps in Table 9-6 can be decreased by 1.0 s for right-turn maneuvers with- out undue interference with major-road traffic. The'se adjusted time gaps for the right turn from the minor road'are shown in Table 9-8. Design values based on these adjusted time gaps are shown in Table 9-9 for passenger cars. This 1.0-s reduction in the time gap applies only where turns are limited to right turns; where left turns are also permitted, the time gaps for Case B1 from Table 9-5 apply. When the minimum recommended sight distance for a right-turn ma- neuver cannot be provided, even with the reduction of 1.0 s from the values in Table 9-6, con- sideration should be given to installing regulatory speed signing or other traffic control devices on the major-road approaches. Table 9-8. Time Gap for Case 132—Right Turn from Stop Design Vehicle Time Gap,(t)(s)at Design Speed of Major;Road Passenger car 6.5 Single-unit truck 8.5 Combination truck 10.5 Note:Time gaps are for a stopped vehicle to turn right onto or to cross a two-lane roadway with no median and with minor-road approach grades of 3 percent or less.The table values should be adjusted as follows: For minor-road approach grades—If the approach grade is an upgrade that exceeds 3 percent, add 0.1 s for each percent grade by which the approach grade exceeds zero percent. 892 9-48 A Policy on Geometric Design of Highways and Streets Table 9-9. Design Intersection Sight Distance—Case B2, Right Turn from Stop U.S. Customary Metric Design Stopping Intersection Sight Design Stopping Intersection Sight Speed Sight Distance for Speed Sight Distance for (mph) Distance Passenger Cars (km/h) Distance Passenger Cars (ft) Calculated Design (m) Calculated Design (ft) (ft) (m) (m) 15 80 143.3 145 20 20 36.1 40 20 115 191.1 195 30 35 54.2 55 25 155 238.9 240 40 50 72.3 75 30 200 286.7 290 50 65 90.4 95 35 250 334.4 335 60 85 108.4 110 40 305 382.2 385 70 105 126.5 130 45 360 430.0 430 80 130 144.6 145 50 425 477.8 480 90 160 162.6 165 55 495 525.5 530 100 185 180.7 185 60 570 573.3 575 110 220 198.8 200 65 645 621.1 625 120 250 216.8 220 70 730 668.9 670 130 285 234.9 235, 75 820 716.6 720 80 910 764.4 765, Note: Intersection sight distance shown is for a Stopped passenger car to turn right onto or to cross a two-lane roadway wjth no median and with,,grades of 3 percent or Mess. For other conditions, the time gap should be adjusted and the sight distance recalculated. 9.5.3.2.3 Case 133—Crossing Maneuver from the Minor Road In most cases, the departure sight triangles for left and right turns onto the major road, as de- scribed for Cases B 1 and B2,will also provide adequate sight distance for minor-road vehicles to cross the maj or road.However,in the following situations,it is advisable to check the availabil- ity of sight distance for crossing maneuvers: 0 where left or right turns or both are not permitted from a particular approach and the cross- ing maneuver is the only legal maneuver; 0 where the crossing vehicle would cross the equivalent width of more than six lanes;or 0 where substantial volumes of heavy vehicles cross the roadway and steep grades that might slow the vehicle while its back portion is still in the intersection are present on the departure roadway on the far side of the intersection. The equation for intersection sight distance in Case BI (see Equation 9-1)is used again for the crossing maneuver except that time gaps (tg) are the same as those for the Right Turn from Stop maneuver, which presents time gaps and appropriate adjustment factors to determine the intersection sight distance along the major road to accommodate crossing maneuvers. At divid- 893 Intersections 9-49 ed roadway intersections, depending on the relative magnitudes of the median width and the length of the design vehicle, intersection sight distance may need to be considered for crossing both roadways of the divided roadway or for crossing the near roadway only and stopping in the median before proceeding. The application of adjustment factors for median width and grade is discussed under Case B1. The time gaps for use in determining intersection sight distance for crossing maneuvers are shown in Table 9-10.Table 9-11 shows the design values for passenger cars for the crossing ma- neuver based on the unadjusted time gaps in Table 9-10.For major roads with less than six lanes for both directions of travel combined,the provision of sight triangles for Cases B 1 and B2 at an intersection will also provide sufficient sight distance for Case B3. Table 9-10. Time Gap for Case B3, Crossing Maneuver from the Minor Road Design Vehicle Time Gap(tg)(s)at Design Speed of Major Road Passenger car 6.5 Single-unit truck 8.5 Combination truck 10.5 Note:Tirane gaps are for a stopped vehicle to cross a,two lane highway with no median and with minor road approach grades of 3,percent or less.The table values should be adjusted as follows: For multilane roadways or medians—For crossing maneuvers that cross roadways with more than two lanes, including turn lanes,add 0.5 sfor passenger cars or 0.7 s for trucks for each additional lane,from the left,,in excess;,of two,to be crossecl by the turning vehicle. Median widths should be converted,to equivalent lanes;for example, an 18 ft[5.5 m] median would be equal to one and'a half lanes and would need arradditional time gap of'0.75 s for passenger cars and 1.05 s for trucks. For minor-road approach grades—If the approach grade is an upgrade that exceeds 3 percent, add 0.2 s for each percent grade by which the approach grade exceeds zero percent. 894 9-50 A Policy on Geometric Design of Highways and Streets Table 9-11. Design Intersection Sight Distance—Case 133, Crossing Maneuver U.S. Customary Metric Design Stopping Intersection Sight Design Stopping Intersection Sight Speed Sight Distance for Speed Sight Distance for (mph) Distance Passenger Cars (km/h) Distance Passenger Cars (ft) Calculated Design (m) Calculated Design (ft) (ft) (m) (m) 15 80 143.3 145 20 20 36.1 40 20 115 191.1 195 30 35 54.2 55 25 155 238.9 240 40 50 72.3 75 30 200 286.7 290 50 65 90.4 95 35 250 334.4 335 60 85 108.4 110 40 305 382.2 385 70 105 126.5 130 45 360 430.0 430 80 130 144.6 145 50 425 477.8 480 90 160 162.6 165 55 495 525.5 530 100 185 180.7 185 60 570 573.3 575 110 220 198.8 200 65 645 621.1 625 120 250 216.8 220 70 730 668.9 670 130 285 234.9 + 235 75 820 1 7M6 T 720 80 910 1 764.4 J, 7�65„- Note: Intersection sight distance shown,is for a stopped passenger scar to turn right onto or to cross a two-lane roadway with no median and with grades of 3 percent or less. For other conditions,the time gap should be adjusted and the sight distance recalculated. 9.5.3.3 Case C—Intersections with Yield Control on the Minor Road Drivers approaching yield signs are permitted to enter or cross the major road without stopping, if there are no potentially conflicting vehicles on the major road. The sight distances needed by drivers on yield-controlled approaches exceed those for stop-controlled approaches. For four-leg intersections with yield control on the minor road,two separate pairs of approach sight triangles like those shown in Figure 9-16 should be provided. One set of approach sight triangles is needed to accommodate crossing the major road and a separate set of sight triangles is needed to accommodate left and right turns onto the major road. Both sets of sight triangles should be checked for potential sight obstructions. For three-leg intersections with yield control on the minor road, only the approach sight trian- gles to accommodate left- and right-turn maneuvers need be considered, because the crossing maneuver does not exist. Both approach and departure sight triangles for intersections with yield control on the minor road should be considered for two situations: 895 Intersections 9-51 0 Case C 1—Crossing Maneuver from the Minor Road 0 Case C2—Left- and Right-Turn Maneuvers 9.5.3.3.1 Case CI—Crossing Maneuver from the Minor Road The length of the leg of the approach sight triangle along the minor road to accommodate the crossing maneuver from a yield-controlled approach (distance a, in Figure 9-16) is given in Table 9-12. Distance a is longer than distance al as defined in Section 9.5.2.1, "Approach Sight Triangles.". The distances in Table 9-12 are based on the same assumptions as those for Case A except that, based on field observations, minor-road vehicles that do not stop are assumed to decelerate to 60 percent of the minor-road design speed rather than 50 percent. Sufficient travel time for the major road vehicle should be provided to allow the minor-road vehicle: (1)to travel from the decision point to the intersection, while decelerating at the rate of 5 ft/s2 [1.5 m/s2] to 60 percent of the minor-road design speed; and then (2)to cross and clear the intersection at that same speed. The intersection sight distance along the major road to accommodate the crossing maneuver (distance b in Figure 9-16) should be computed with the following equations: U.S.Customary Metric t m,o t + l zo,"4 + (l.�iG mm, 0.A1" 711AL�,$p(` 19717 7f'!I' ((1-1 / b=1.47V,.30,im b . 1,8 rrm IN �E" \7 G where: where: tg=travel time to reach and clear the major tg=travel time to reach and clear the major road(s) road(s) b=length of leg of sight triangle along the b=length of leg of sight triangle along the major road(ft) major road(m) to=travel time to reach the major road from to=travel time to reach the major road from the decision point for a vehicle that does the decision point for a vehicle that does not stop(s) (use appropriate value for not stop (s)(use appropriate value for the minor-road design speed from Table the minor-road design speed from Table 9-12 adjusted for approach grade,where 9-12 adjusted for approach grade,where appropriate) appropriate) w=width of intersection to be crossed(ft) w=width of intersection to be crossed(m) La=length of design vehicle(ft) La=length of design vehicle(m) V o = design speed of minor road (mph) V m = design speed of minor road (km/h) V �o = design speed of major road(mph) V . = design speed of major road (km/h) 896 9-52 A Policy on Geometric Design of Highways and Streets Table 9-12. Case Cl-Crossing Maneuvers from Yield-Controlled Approaches, Length of Minor Road Leg and Travel Times U.S. Customary Metric Minor-Road Travel Minor-Road Travel Design Approach Time(t) (s) Design Approach Time(t) (s) Speed Length Travel Calcu- Speed Length Travel Calcu- (mph) of Lega Time lated Design (km/h) of Lega Time lated Design (ft) tQa,b(s) Value Value (m) tQa,b(s) Value Value°,' 15 75 3.4 6.7 6.7 20 20 3.2 7.1 7.1 20 100 3.7 6.1 6.5 30 30 3.6 6.2 6.5 25 130 4.0 6.0 6.5 40 40 4.0 6.0 6.5 30 160 4.3 5.9 6.5 50 55 4.4 6.0 6.5 35 195 4.6 6.0 6.5 60 65 4.8 6.1 6.5 40 235 4.9 6.1 6.5 70 80 5.1 6.2 6.5 45 275 5.2 6.3 6.5 80 100 5.5 6.5 6.5 50 320 5.5 6.5 6.5 90 115 5.9 6.8 6.8 55 370 5.8 6.7 6.7 100 135 6.3 7.1 7.1 60 420 6.1 6.9 6.9 110 155 6.7 7.4 7.4 65 470 &A 7.2 7.2 120 _k 180 TO 73 7.7 70 530 6.7 7.4 7.4 130 205 7.4 8.0 8.0 75 590 7.0 7.7 7.7 80 660 7.3 7.9 7.9 a For minor-road approach;rjades that exceed 3 perceh,t,multiply the distance or the time in this table by the appropriate adjustment factor from Table 9-5. b Travel time applies to a vehicle that slows before crossing the intersection but does not stop. c The value of tg should equal or exceed the appropriate time gap for crossing the major road from a stop-con- trolled approach. d Values shown are for a passenger car crossing a two-lane roadway with no median and with minor-road approach grades of 3 percent or less. The value of t should equal or exceed the appropriate travel time for crossing the major road from a stop-controlled approach, as shown in Table 9-8. The design values for the time gap (t) shown in Table 9-12 incorporate these crossing times for two-lane roadways and are used to develop the length of the leg of the sight triangle along the major road in Table 9-13. The distances and times in Table 9-12 should be adjusted for the grade of the minor-road ap- proach using the factors in Table 9-5.If the major road is a divided roadway with a median wide enough to store the design vehicle for the crossing maneuver,then only crossing of the near lanes needs to be considered and a departure sight triangle for accelerating from a stopped position in the median should be provided as described in Case B3. For median widths not wide enough to store the design vehicle,the crossing width should be adjusted as discussed in Case B1. 897 Intersections 9-53 9.5.3.3.2 Case C2—Left-and Right-Turn Maneuvers The length of the leg of the approach sight triangle along the minor road to accommodate right turns without stopping (distance a, in Figure 9-16) should be 82 ft [25 m]. This distance is based on the assumption that drivers making left and right turns without stopping will slow to a turning speed of 10 mph [16 km/h]. Distance a2 for left turns is longer than distance a,for right turns as defined in Section 9.5.2.1, "Approach Sight Triangles." The leg of the approach sight triangle along the major road(distance b in Figure 9-16)is similar to the major-road leg of the departure sight triangle for a stop-controlled intersection in Cases B1 and B2. However, the time gaps in Table 9-6 should be increased by 0.5 s to the values shown in Table 9-14. The appropriate lengths of the sight triangle leg are shown in Table 9-15 for passenger cars.The minor-road vehicle needs 3.5 s to travel from the decision point to the in- tersection. This represents additional travel time that is needed at a yield-controlled intersection, but is not needed at a stop-controlled intersection(Case B).However,the acceleration time after entering the major road is 3.0 s less for a yield sign than for a stop sign because the turning vehi- cle accelerates from 10 mph [16 km/h] rather than from a stop condition. The net 0.5-s increase in travel time for a vehicle turning from a yield-controlled approach is the difference between the 3.5-s increase in travel time and the 3.0-s reduction in travel time. Departure sight triangles like;those'provided for stop-controlled approachcs'(see Cases B1,B2, and 133) should also be,provided for yield-controlled approaches to accommodate minor-road vehicles that stop at the yield sign to avoid conflicts with major-road vehicles. However, since approach sight'triangles for turning maneuvers at yield-controlled approaches are larger than the departure sight triangles used at stop-controlled intersections,no specific check of departure sight triangles at yield-controlled intersections should be needed. Yield-controlled approaches generally need greater sight distance than stop-controlled ap- proaches, especially at four-leg yield-controlled intersections where the sight distance needs of the crossing maneuver should be considered. If sight distance sufficient for yield control is not available,use of a stop sign instead of a yield sign should be considered. In addition,at locations where the recommended sight distance cannot be provided,consideration should be given to in- stalling regulatory speed signing or other traffic control devices at the intersection on the major road to reduce the speeds of approaching vehicles. 898 9-54 A Policy on Geometric Design of Highways and Streets Table 9-13.Length of Sight Triangle Leg along Major Road—Case C1,Crossing Maneuverat Yield-Controlled Intersections U.S. Customary Major Road Stopping Design Values (ft) Design Sight Minor-Road Design Speed (mph) Speed (mph) Distance(ft) 15 20-50 55 60 65 70 75 80 15 80 150 145 150 155 160 165 170 175 20 115 200 195 200 205 215 220 230 235 25 155 250 240 250 255 265 275 285 295 30 200 300 290 300 305 320 330 340 350 35 250 345 335 345 360 375 385 400 410 40 305 395 385 395 410 425 440 455 465 45 360 445 430 445 460 480 490 510 525 50 425 495 480 495 510 530 545 570 585 55 495 545 530 545 560 585 600 625 640 60 570 595 575 595 610 640 655 680 700 65 645 645 625 645 660 690 710 740 755 70 730 690 670 690 715 745 765 795 815 75 820 + 740 720 740 765 795 820 850 875 80 910 790 765 790,J815 850 875 910 930 ,/ / s Major Road ping Desig",, a (m) Design Speed Sight Minor-Road Design Speed (km/h) (km/h) Distance(m) 20 30-80 90 100 110 120 130 20 20 40 40 40 40 45 45 45 30 35 60 55 60 60 65 65 70 40 50 80 75 80 80 85 90 90 50 65 100 95 95 100 105 110 115 60 85 120 110 115 120 125 130 135 70 105 140 130 135 140 145 150 160 80 130 160 145 155 160 165 175 180 90 160 180 165 175 180 190 195 205 100 185 200 185 190 200 210 215 225 110 220 220 200 210 220 230 240 245 120 250 240 220 230 240 250 260 270 130 285 260 235 250 260 270 280 290 Note:Values in the table are for passenger cars and are based on the unadjusted distances and times in Table 9-12.The distances and times in Table 9-12 need to be adjusted using the factors in Table 9-5. 899 Intersections 9-55 Table 9-14. Time Gap for Case C2, Left or Right Turn at Yield-Controlled Intersections Design Vehicle Time Gap (t)(s)� Passenger car 8.0 Single-unit truck 10.0 Combination truck 12.0 Note:Time gaps are for a vehicle to turn right or left onto a two-lane roadway with no median.The table values should be adjusted for multilane roadways: For multilane roadways or medians-For left turns onto two-way roadways with more than two lanes, including turn lanes, add 0.5 s for passenger cars or 0.7 s for trucks for each additional lane, from the left, in excess of one,to be crossed by the turning vehicle. Median widths should be con- verted to equivalent lanes;for example,an 18 ft [5.5 m] median would be equal to one and a half lanes and would need an additional time gap of 0.75 s for passenger cars and 1.05 s for trucks. For right turns, no adjustment is needed. Table 9-15.Design Intersection Sight Distance-Case C2,Left or Right Turn at Yield-Controlled Intersections U.S. Customary Metric Sto in Length of Leg Sto in Length of Leg Desi r Desic i' n er Cars er Car��/ �� t �t g Spe Di ; ii!(f NIV17/mi", %, Spe, Distance (mp / / culate �// Desi (km/ % ulated Design 15 80 176.4, 180 20 20 44.5 45 20 115 235.2 240 30 35 66.7 70 25 155 294.0 295 40 50 89.0 90 30 200 352.8 355 50 65 111.2 115 35 250 411.6 415 60 85 133.4 135 40 305 470.4 475 70 105 155.7 160 45 360 529.2 530 80 130 177.9 180 50 425 588.0 590 90 160 200.2 205 55 495 646.8 650 100 185 222.4 225 60 570 705.6 710 110 220 244.6 245 65 645 764.4 765 120 250 266.9 270 70 730 823.2 825 130 285 289.1 290 75 820 882.0 885 80 910 940.8 945 Note: Intersection sight distance shown is for a passenger car making a right or left turn without stopping onto a two-lane road. 9.5.3.4 Case D-Intersections with Traffic Signal Control At signalized intersections, the first vehicle stopped on one approach should be visible to the driver of the first vehicle stopped on each of the other approaches. Left-turning vehicles should have sufficient sight distance to select gaps in oncoming traffic and complete left turns. Apart 900 9-56 A Policy on Geometric Design of Highways and Streets from these sight conditions, there are generally no other approach or departure sight triangles needed for signalized intersections. Signalization may be an appropriate crash countermeasure for higher volume intersections with restricted sight distance that have experienced a pattern of sight-distance related crashes. However,if the traffic signal is to be placed on two-way flashing operation(i.e.,flashing yellow on the major-road approaches and flashing red on the minor-road approaches)under off-peak or nighttime conditions, then the appropriate departure sight triangles for Case B, both to the left and to the right, should be provided for the minor-road approaches. In addition, if right turns on a red signal are to be permitted from any approach,then the appropriate departure sight triangle to the left for Case B2 should be provided to accommodate right turns from that approach. 9.5.3.5 Case E—Intersections with All-Way Stop Control At intersections with all-way stop control,the first stopped vehicle on one approach should be visible to the drivers of the first stopped vehicles on each of the other approaches. There are no other sight distance criteria applicable to intersections with all-way stop control and, indeed, all-way stop control may be the best option at a limited number of intersections where sight distance for other control types cannot be attained. However, if the projected traffic volumes indicate that the intersection may need to be signalized within a few years; then consideration should be given to providing sight distances for Case 0.The Case U sight distances do not differ markedly from the Case E sight distances except where provision is made to accommodate two- way flashing operation and or right turn an red at the future signal. 9.5.3.6 Case F—Left Turns from the Major Road All locations along a major roadway from which vehicles are permitted to turn left across op- posing traffic, including intersections and driveways, should have sufficient sight distance to accommodate the left-turn maneuver. Left-turning drivers need sufficient sight distance to de- cide when to turn left across the lane(s)used by opposing traffic. Sight distance design should be based on a left turn by a stopped vehicle, since a vehicle that turns left without stopping would need less sight distance.The sight distance along the major road to accommodate left turns is the distance traversed at the design speed of the major road in the travel time for the design vehicle given in Table 9-16. 901 Intersections 9-57 Table 9-16-Time Gap for Case F, Left Turns from the Major Road Design Vehicle Time Gap,(t)(s)at Design Speed of'Major:Road Passenger car 5.5 Single-unit truck 6.5 Combination truck 7.5 Note:Time gaps are for a stopped vehicle turning left from a two-lane highway with no median For multilane and/or divided roadways-For left turns on two-way roadways across more than one opposing lane, including turn lanes, add 0.5 s for passenger cars or 0.7 s for trucks for each additional lane to be crossed in the left-turn maneuver in excess of one lane.Where the left-turn- ing vehicle must pass through a median,the median width should be converted to an equivalent number of lanes;for example,an 18-ft [5.5-m] median would be equivalent to one and a half lanes and crossing through the median would require an additional 0.75 s for a passenger car and 1.05 s for a truck.The table also contains appropriate adjustment factors for the number of major-road lanes to be crossed by the turning vehicle.The unadjusted time gap in Table 9-16 for passenger cars was used to develop the sight distances in Table 9-17. Table 9-17. Intersection Sight Distance-Case F, Left Turn from the Major Road U.S. Customary Metric Intersection Intersection Des' /�igl o ling / „ istance ,,,,, fig, /,,,//„ Distance Spee /f /% ' Spee" � assenger Cars ( p Dista,/ /g Distance m 'i Desl i(km/h'IF C lated Design (ft �/i � �� % 15 80 121.3 125 20 20 30.6 35 20 115 161.7 165 30 35 45.9 50 25 155 202.1 205 40 50 61.2 65 30 200 242.6 245 50 65 76.5 80 35 250 283.0 285 60 85 91.7 95 40 305 323.4 325 70 105 107.0 110 45 360 363.8 365 80 130 122.3 125 50 425 404.3 405 90 160 137.6 140 55 495 444.7 445 100 185 152.9 155 60 570 485.1 490 110 220 168.2 170 65 645 525.5 530 120 250 183.5 185 70 730 566.0 570 130 285 198.8 200 75 820 606.4 610 80 910 646.8 650 Note:Intersection sight distance shown is for a passenger car making a left turn from an undivided roadway. For other conditions and design vehicles,the time gap should be adjusted and the sight distance recalculated. If stopping sight distance has been provided continuously along the major road and if sight dis- tance for Case B (stop control) or Case C(yield control)has been provided for each minor-road 902 9-58 A Policy on Geometric Design of Highways and Streets approach,sight distance will generally be adequate for left turns from the major road.Therefore, no separate check of sight distance for Case F may be needed. However, at three-leg intersections or driveways located on or near a horizontal curve or crest vertical curve on the major road, the availability of adequate sight distance for left turns from the major road should be checked. In addition, the availability of sight distance for left turns from divided roadways should be checked because of the possibility of sight obstructions in the median. At four-leg intersections on divided roadways,opposing vehicles turning left can block a driver's view of oncoming traffic. Figure 9-40,presented in Section 9.7.3,illustrates intersection designs that can be used to offset the opposing left-turn lanes and provide left-turning drivers with a better view of oncoming traffic. 9.5.3.7 Case G—Roundabouts Similar in application to other intersection types, a roundabout needs intersection sight distance so that drivers on a yield-controlled approach to the roundabout can decide when to proceed into the roundabout. Drivers entering a roundabout need to see and react to the presence of po- tentially conflicting vehicles. Specifically, drivers entering a roundabout need to see potentially conflicting vehicles along the circulatory roadway and vehicles entering the roundabout from the immediate upstream entry.NCHRP Report 672,Roundabouts:An Informational Guide (41), presents a procedure for determining sight distances for use in the design of roundabouts. The report indicates that, based on international experience, it is advantageous to provide only the minimum sight distance needed at a roundabout. Additional intersection sight distance could result in higher vehicle speeds that may increase conflicts between motor vehicles,bicyclists,and pedestrians. Landscaping within the central island can be effective in restricting sight distance to the minimum needed while creating a"terminal vista" on the approach to improve visibility of the central island. 9.5.4 Effect of Skew Where two roadways intersect at an angle less than 75 degrees or greater than 105 degrees, and where conversion to a roundabout or realignment to increase the angle of intersection is not jus- tified, some of the factors for determination of intersection sight distance may needadjustment. Each of the clear sight triangles described above are applicable to oblique-angle intersections. As shown in Figure 9-18,the legs of the sight triangle will lie along the intersection approaches and each sight triangle will be larger or smaller than the corresponding sight triangle would be at a right-angle intersection.The area within each sight triangle should be clear of potential sight obstructions as described previously. 903 Intersections 9-59 At an oblique-angle intersection, the length of the travel paths for some turning and crossing maneuvers will be increased. The actual path length for a turning or crossing maneuver can be computed by dividing the total widths of the lanes (plus the median width, where appropriate) to be crossed by the sine of the intersection angle. If the actual path length exceeds the total widths of the lanes to be crossed by 12 ft [3.6 m] or more, then an appropriate number of ad- ditional lanes should be considered in applying the adjustment for the number of lanes to be crossed shown in Table 9-6 for Case B1, Table 9-8 for Case B2, and Table 9-10 for Case B3. For Case Cl, the w term in the equation for the major-road leg of the sight triangle to accom- modate the crossing maneuver should also be divided by the sine of the intersection angle to obtain the actual path length. In the obtuse-angle quadrant of an oblique-angle intersection,the angle between the approach leg and the sight line is often so small that drivers can look across the full sight triangle with only a small head movement. However, in the acute-angle quadrant, drivers often need to turn their heads considerably to see across the entire clear sight triangle. For this reason, it is recommended that the sight distance criteria for Case A not be applied to oblique-angle intersections and that sight distances at least equal to those for Case B should be provided,whenever practical. B An of Intersection (e) - - -------------------------------------- - =' C IN,Major Road Acute Angle Intersection ISD Case B2,B3,C1,or C2 ISD Case 131,B3,C1,or C2 as �o (Acute Intersection shown) o� IN, WZ sin6 Figure 9-18. Sight Triangles at Skewed Intersections 904 Memorandum APPENDIX G: Crash Data Memo (KBP Consulting, INC.) 905 KBP CONSULTING, INC. MEMORANDUM To: Janene Sclafani Naresh Kotari Vivek Reddy, P.E. From: Karl Peterson, P.E. Date: July 2, 2024 Subject: Mixed-Use Development—(File No. 2022-053) Crash Reports The proposed Mixed-Use Development in Tavernier consists of a supermarket (Publix), a liquor store, and multifamily affordable housing community. Vehicular access to the site is proposed via one (1) driveway located on the northbound lanes of Overseas Highway / US 1. This driveway will be located near mile marker 92.5 and opposite the median connector roadway located on the south side of the existing Mobil gas station at 92439 Overseas Highway. As requested by the project team, we have conducted a review of the crash history at the intersection formed by the subject median connector roadway and the northbound lanes of Overseas Highway/US 1. The Signal Four Analytics crash database was queried with respect to events that have occurred in the general vicinity of the subject driveway for a ten-year period between January 1, 2014, and December 28, 2023. Attachment A to this memorandum contains screenshots from the Signal Four Analytics portal. During the referenced ten-year time period, the state of Florida's crash database indicates that six (6) crashes occurred at the subject location. The detailed crash reports are presented in Attachment B. A summary of each crash is provided below: • Crash #83807498. This single-vehicle crash occurred on January 16, 2015, at 5:00 AM. The vehicle was traveling in the northbound lanes of Overseas Highway when the driver of this vehicle lost control for unknown reasons. There were no contributing causes and no apparent injuries as the driver fled the scene. • Crash#86412086. This crash occurred on March 13, 2017, at 10:00 PM in the southbound lanes of Overseas Highway. This was a rear-end crash and the driver at fault was cited for careless driving. • Crash#88337232. The date and time of this crash was March 16, 2021, at 8:49 PM. This crash occurred in the northbound lanes of Overseas Highway and involved a vehicle that was stopped in the right(outside) lane due to a construction related lane closure. The result was a rear end collision and careless driving was the cause. S ('luilC'lu II�4oIiilh �Ill liiliie s'lt.,,Y I,)rlw 4°Stdila 3111'lu1'i,....."'iiiilsalirec, 32221.. ..IIbW' (954)5150-.711..ii']113 IIC:&c (954)582...(]1!i !'i 906 KBP CONSULTING, INC. • Crash #24972407. This crash occurred on November 17, 2022, at 4:00 PM. This crash involved two (2) vehicles traveling in the northbound lanes of Overseas Highway. The vehicle traveling in the outside lane failed to observe another vehicle traveling in the inside lane and turned in front of that vehicle. Failure to yield the right-of-way was the charge. • Crash #24972409. This crash occurred on November 29, 2022, at 2:47 PM. This crash was similar to the previous crash in that it involved two (2) vehicles traveling in the northbound lanes of Overseas Highway and the vehicle in the outside lane turned in front of the vehicle in the inside lane. In this case,the charge was an improper lane change. • Crash #25075918. This crash occurred on June 12, 2023, at 8:02 AM. This crash is similar to the previous two crashes. A vehicle traveling in the outside lane of the northbound lanes of Overseas Highway made an improper lane change that resulted in a crash with another vehicle traveling in the inside lane. In this case, the charge was an improper lane change. Findings In summary, the six (6) crashes that have occurred in the study area over the 10-year period ending in December 2023 were primarily classified as either rear-end crashes or sideswipe crashes. Based upon the crash data reported by the state, there were no crashes during the ten-year time period involving eastbound vehicles on the median connector roadway (approaching the northbound lanes of Overseas Highway) at the location of the driveway that will serve the proposed Mixed-Use Development in Tavernier. ('IuiIC'lu II�4oIiilh �Ill liiliie s'lt''.Y I'Xlw 4 St lii'te 3111'lu1'),....."'iiiilsalirec, IIC":Ili:ilrlda 32221.. ..IIbW' (954)5150-.711..ii']113 IIC:&c (954)582...(],!id1'i 907 Attachment A Signal Four Analytics Output 908 AaYEf ICS EVENT ANALYSIS a Search Crashes ii r irr � i r s �� I r mjurysumm y �..rr�rn< ni .,ores i i ca arrlbures Total IFetalCrashes Serious Injury Crashes Injury Crashes Crashes a 0 0 1 ly I a rt n g �a Causwariyr oil 0 0 0 '•,1 � r'°iy \W'Nry�A'.� 4 r;t.;� W�w;:ij ., ry L JSy „ y s," 909 \ ^ \ ) Alcohol Involved ) { \ E } G \ 4 \ 2 0 Yp' 5 , , , , yes 0 No y2 mgd } m Night — Day u 910 Crash Severity vs C�rais,h Type Angle Aninial Bicycle Head On Left TUIM Off Road C-Mier PedesNan Rear Eind IR�g lit T U lrll Rcfllover Sldesw�pe Llriknctwn Cli -0 4 911 Attachment B Detailed Crash Reports 912 FLORIDA TRAFFIC CRASH REPORT HIGHWAY SAFETY&MOTOR VEHICLES, LONG FORM❑X SHORT FORM ❑ UPDATE TRAFFIC CRASH RECORDS NEIL KIRKMAN BUILDING,TALLAHASSEE,FL 32399-0537 (Electronic Version) Date of Crash Time of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 16/Jan/2015 05:00 AM 16/Jan/2015 05:00 AM 16/Jan/2015 08:21 AM FHPE15OFF002705 83807498 CRASH IDENTIFIERS County Cade City Code County of Crash Place or City of Crash Within City Limits Time Reported Time Dispatched 38 52 MONROE TAVERNIER No 16/Jan/2015 16/Jan/2015 07:50 AM 07:53 AM Time on Scene Time Cleared Scene Completed Reason(if Investigation NOT Completed) Notified By 16/Jan/2015 16/Jan/2015 0911 Yes Law Enforcement 08:15 AM AM ROADWAY INFORMATION Crash Occured On Street,Road,Highway 0 At Street Address# At Lattitude and Longitude US-1(STATE ROAD 5)NB MM92 25.015532617365601 -80.511651405018497 At Feet Or Miles Direction OFrom Intersection With Street,Road,Highway 0 Or From Milepost# 300 South GARDEN STREET Road System Identifier Type Of Shoulder Type Of Intersection 2 U.S. 2 Unpaved 1 Not at Intersection CRASH INFORMATION(Check if Pictures Taken) ❑ light Condition Weather Condition Roadway Surface Condition School Bus Related Manner Of Collision 5 Dark-Not Lighted 2 Cloudy 1 Dry 1 No 77 Other,Explain in Narrative First Harmful Event Type First Harmful Event First Harmful Event Location Within Interchange First Harmful Event Relation to Junction 9 2 Off Roadway No 1 Non.Junction Contributing Circumstances:Road Contributing Circumstances:Road Contributing Circumstances:Road 1 None Contributing Circumstances:Environment Contributing Circumstances:Environment Contributing Circumstances:Environment 1 None Work Zone Related Crash In Work Zone Type Of Work Zone Workers In Work Zone Law Enforcement In Work Zone 1 No VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 1 1 Vehicle in Transport 1 No 504NOI FL 06/Apr/2015 No 1HGCM56334AO31891 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2004 HOND ACCORD 4D GRY Disabling 6500 No GUYS TOWING Rotation Insurance Company Insurance Policy Number Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Cade JESSIE MORENO 129 SABAL AVE TAVERNIER FL 33070-2959 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle �Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North USA(STATE ROAD 5)NB MM92 50 45 2 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) 2 3 4 e 5 ' 18.Undercarriage 2 3 a s 6 ' 18.Undercarriage I'll::� 1s 1s n $ 19.Overturn 1 1s 1s n $ 19.Overturn 20.Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class a 1a 12 11 10 e 21.Trailer 14 13 12 11 10 e 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 1 Passenger Car 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 15 Negotiating a Curve 4 Two-Way,Divided, 1 Level 1 Straight 3 Collision with Fixed Object 32 Tree(standing) Positive Median Barrier Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 3 Collision with Fixed Object 32 Tree(standing) NARRATIVE 913 HSMV 90010 S Page 1 of 3 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 16/Jan/2015 05:00 AM 16/Jan/2015 05:00 AM FHPE15OFF002705 83807498 --------------------------------------------------------------------------------------g------y-------------------------- Rank Name Ph ne ate D Number TROOPERJ.F.BURGOS Troop I Post Officer FLORIDA HeIGHWAY PATROL Number D Created 305-470-2500Ja 16,2015 01 was traveling northbound on the inside lane on US-1(SR-5).For unknown reasons,the driver of V01 lost control of the vehicle and skidded towards the outside lane. he driver of V01 tried to steer back into the lane but over corrected causing V01 to yaw in a counterclockwise direction into the tree line located in the median of US-1(SR-5).As a result,the passenger side of V01 collided into the trees in the median.Upon my arrival at the scene,V01 was at final rest facing in a south direction longside the trees. 01 was abandoned as the drive of V01 had fled the scene.We located the registered owner of V01,who stated that he didn't know who had driven his vehicle at the time f the accident. REPORTING OFFICER ID/Badge# Rank and Name Department Type of Department 2286 TROOPER J.F.BURGOS FLORIDA HIGHWAY PATROL FHP 914 Page 2 of 3 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 16/Jan/2015 05:00 AM 16/Jan/2015 05:00 AM FHPE15OFF002705 83807498 A, V01 at IFinal Rest j.. A: US-1 SIR-6 Inside Northbound Lane B: U -11X-5)Outside N arthbound Lan IL'ua�l� — � Skid Mark Tr d a7 Q p rr e7'cs �:re ,rs Vol rV'ote: ID'riaararn I 'ot to Seale 915 Page 3 of 3 FLORIDA TRAFFIC CRASH REPORT HIGHWAY SAFETY&MOTOR VEHICLES, LONG FORM❑X SHORT FORM ❑ UPDATE TRAFFIC CRASH RECORDS NEIL KIRKMAN BUILDING,TALLAHASSEE,FL 32399-0537 (Electronic Version) Date of Crash Time of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 13/Mar/2017 10:00 PM 13/Mar/2017 10:00 PM 13/Mar/2017 10:15 PM MCS0170FF001848 86412086 CRASH IDENTIFIERS County Code City Code County of Crash Place or City of Crash Within City Limits Time Reported Time Dispatched 38 MONROE TAVERNIER No 13/Mar/2017 13/Mar/2017 10:03 PM 10:03 PM Time on Scene Time Cleared Scene Completed Reason(if Investigation NOT Completed) Notified By 131Mar/2017 14/Mar/2017 12:08 Yes Law Enforcement 10:03 PM AM ROADWAY INFORMATION Crash Occured On Street,Road,Highway 0 At Street Address# At Lattitude and Longitude MM I SOUTHBOUND LANES 93 25.023409999999998 -80.510480000000001 At Feet Or Miles Direction OFrom Intersection With Street,Road,Highway 0 Or From Milepost# 1000 West BURTON DRIVE/SR-5(US-1) Road System Identifier Type Of Shoulder Type Of Intersection 1 Interstate 2 Unpaved 1 Not at Intersection CRASH INFORMATION(Check if Pictures Taken) ❑ light Condition Weather Condition Roadway Surface Condition School Bus Related Manner Of Collision 5 Dark-Not Lighted 1 Clear 1 Dry 1 No 1 Front to Rear First Harmful Event Type First Harmful Event First Harmful Event Location Within Interchange First Harmful Event Relation to Junction 14 1 On Roadway No 1 Non.Junction Contributing Circumstances:Road Contributing Circumstances:Road Contributing Circumstances:Road 77 Other,Explain in Narrative Contributing Circumstances:Environment Contributing Circumstances:Environment Contributing Circumstances:Environment 77 Other,Explain in Narrative Work Zone Related Crash In Work Zone Type Of Work Zone Workers In Work Zone Law Enforcement In Work Zone 1 No VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 1 1 Vehicle in Transport 1 No CJSX80 FL 14/Feb/2018 No 1D7HA16K57J521532 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2007 DODG RAM PK GRY Disabling 15000 No Insurance Company Insurance Policy Number GEICO GENERAL INSURANCE COMPANY 4146887999 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Cade JEFFREY ALLEN SENTZ 150 PEACE AVE TAVERNIER FL 33070-0000 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: South US-1 SB 93MM 45 45 2 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) 31 41 51 5 ' 18.Undercarriage 21 31 11 51 6 1 ' 18.Undercarriage 1 1s 1s n $ 19.Overturn 1 1s 1s n $ 19.Overturn 20.Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class a ,s ,z „ ,o s 21.Trailer 1a 1s 1z 1, 10 s 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 3 Pickup 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 1 Straight Ahead 3 Two-Way Divided, 1 Level 1 Straight 2 Collision with Nan-Fixed 14 Motor Vehicle in Transport Unprotected(painted>4 Object feet)Median Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 77 Other,Explain in Narrative 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport VEHICLE(Check if Commercial) Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 2 1 Vehicle in Transport 1 No 122PIl FL 25/Jun/2017 No 2HGFG3B51FH523811 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2015 HOND CIVIC 2D BLK Disabling 15000 No Insurance Company Insurance Policy Number GEICO INDEMNITY COMPANY 4149735609 916 HSMV 90010 S Page 1 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 13/Mar/2017 10:00 PM 13/Mar/2017 10:00 PM MCS0170FF001848 86412086 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code TORRI HAWKINS WILLIAMS PO BOX 500845 MARATHON FL 33050-0845 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: South US-1 SIB 93MM 10 45 2 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) 2 3 a s s 18 Undercarriage 2 3 a 5 s 7 18 Undercarriage �114 � 19.Overtu rn 1 16 1s 17 � 19.Overturn 20.Windshield 20.Windshield HaZ.Mat.Release Haz Mat.Placard Number Class 13 12 11 10 9 21.Trailer 1a 13 12 11 10 9 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 1 Passenger Car 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 14 Slowing 3 Two-Way Divided, 1 Level 1 Straight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Unprotected(painted>4 Object feet)Median Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 77 Other,Explain in Narrative 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 1 1 Driver 1 KIRK ALLEN SENTZ 01/Jan/1996 1 Male No Address City State Zip Code PO BOX 1026 TAVERNIER FL 33070 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection S532501960010 FL 01/Jan/2020 5 E/Operator 1 None 1 Not Ejected Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 2 Operated MV in Careless or Negligent Manner 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 2 1 Driver 2 WALTER CLIFTON HEATH 3 04/Feb/1985 1 Male No Address City State Zip Code 12 SOUTH CONCH AVENUE CONCH KEY FL 33050 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection H300903850440 FL 04/Feb/2018 5 E/Operator 2 Possible 1 Not Ejected Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 1 No Contributing Action 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 2 EMS MONROE COUNTY EMS R22 MARINERS HOSPITAL PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Injury Severity Ejection 3 3 Passenger 2 TORRI HAWKINS WILLIAMS 25/Jun/1960 2 Female 2 Possible 1 Not Ejected Address City State Zip Code PO BOX 500845 MARATHON FL 33050 917 Page 2 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 13/Mar/2017 10:00 PM 13/Mar/2017 10:00 PM MCS0170FF001848 86412086 Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 3 1 1 Used Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 2 EMS MONROE COUNTY EMS R22 MARINERS HOSPITAL WITNESSES Name Address City State Zip Code ORLANDO ALVAREZ 50 HIGHPOINT RD TAVERNIER FL 33037 VIOLATIONS Person# Name Florida Statute Number Charge Citation 1 KIRK ALLEN SENTZ 316.1925(1) CARELESS DRIVING A7BIYOE Person# Name Florida Statute Number Charge Citation 1 KIRK ALLEN SENTZ 316.126(1)(b) FAILURE TO MOVE OVER/SLOW DOWN FOR A7BIYPE EMERGENCY VEHICLE/WRECKER NARRATIVE ------------------------------------------------------------------------------------------------------------------------ ID Number Rank Name Troop/Post Officer Agency Phone Number Date Created 0087 DEPUTY JACKSON,CODY MCSO\ROAD MONROE COUNTY SO 305-853-3211 Mar 14,2017 Vehicle 1 and Vehicle 2 were both traveling southbound on US-1 at the 93 mile marker.Vehicle 2 slowed for stopped emergency vehicles while Vehicle 1 continued at its normal rate of speed. Vehicle 1 rearended vehicle 2 pushing vehicle 2 across the median and all lanes of oncoming traffic. REPORTING OFFICER ID/Badge# Rank and Name Department Type of Department 0087 DEPUTY JACKSON,CODY MONROE COUNTY SO SO 918 Page 3 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 13IMar12017 10:00 PM 131Mar12017 10:00 PM MCSO17OFF001848 86412086 N 4 Oh T TOO'"h S(";`A L i E SR-5 (US 1) SB �� h71 vz '01 SR-5 (US 1) NB 919 Page 4 of 4 FLORIDA TRAFFIC CRASH REPORT HIGHWAY SAFETY&MOTOR VEHICLES, LONG FORM❑ SHORT FORM ❑X UPDATE TRAFFIC CRASH RECORDS NEIL KIRKMAN BUILDING,TALLAHASSEE,FL 32399-0537 (Electronic Version) Date of Crash Time of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 16/Mar/2021 08:49 PM 16/Mar/2021 08:49 PM 16/Mar/2021 09:10 PM FHPE21OFF012026 88337232 CRASH IDENTIFIERS County Cade City Code County of Crash Place or City of Crash Within City Limits Time Reported Time Dispatched 38 52 MONROE TAVERNIER Yes 16/Mar/2021 16/Mar/2021 08:54 PM 08:56 PM Time on Scene Time Cleared Scene Completed Reason(if Investigation NOT Completed) Notified By 16/Mar/2021 16/Mar/2021 09:30 Yes Law Enforcement 09:05 PM PM ROADWAY INFORMATION Crash Occured On Street,Road,Highway 0 At Street Address# At Lattitude and Longitude US-1 25.015871940000899 -80.511283270428194 At Feet Or Miles Direction OFrom Intersection With Street,Road,Highway 0 Or From Milepost# .50 North MILE MARKER 92 Road System Identifier Type Of Shoulder Type Of Intersection 2 U.S. 1 Paved 1 Not at Intersection CRASH INFORMATION(Check if Pictures Taken) ❑ light Condition Weather Condition Roadway Surface Condition School Bus Related Manner Of Collision 5 Dark-Not Lighted 1 Clear 1 Dry 1 No 1 Front to Rear First Harmful Event Type First Harmful Event First Harmful Event Location Within Interchange First Harmful Event Relation to Junction 14 1 On Roadway No 1 Non.Junction Contributing Circumstances:Road Contributing Circumstances:Road Contributing Circumstances:Road 1 None Contributing Circumstances:Environment Contributing Circumstances:Environment Contributing Circumstances:Environment 1 None Work Zone Related Crash In Work Zone Type Of Work Zone Workers In Work Zone Law Enforcement In Work Zone 2 Yes 3 Transition Area 1 Lane Closure 2 Yes 1 No VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 1 1 Vehicle in Transport 1 No 0128 FL 21/Sep/2021 No 5NPEG4JA8MH092239 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2021 HYUN SONATA 4D WHI Minor 3000 No Insurance Company Insurance Policy Number ALLSTATE 988 472 232 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Cade ROBERT THOMAS DENNEHY 80151 OVERSEAS HWY ISLAMORADA FL 33036-3801 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle �Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North US-1 20 45 2 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) C1312 ' 18.Undercarriage 2 3 a e 6 ' 18.Undercarriage 19.Overturn 19.Overturn 20.Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class s 21.Trailer 141 13 121„ ,o s 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 1 Passenger Car 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 1 Straight Ahead 5 One-Way Trafficway 1 Level 1 Straight 2 Collision with Nan-Fixed 14 Motor Vehicle in Transport Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport VEHICLE(Check if Commercial) Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 2 1 Vehicle in Transport 1 No EVPZ06 FL 30/Jun/2021 No 1FATP8UH3L5112750 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2020 FORD MUSTAN CV GRY Minor 1000 No Insurance Company Insurance Policy Number SELF INSURED SELF INSURED 920 HSMV 90010 S Page 1 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 16/Mar/2021 08:49 PM 16/Mar/2021 08:49 PM FHPE21OFF012026 88337232 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code LLC EAN HOLDINGS 14002 E 21ST ST STE 1500 TULSA OK 74134-1424 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North US-1 45 2 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) 2 3 a s s 18 Undercarriage 2 3 a 5 s 7 18 Undercarriage �114 � 19.Overtu rn 1 16 1s 17 � 19.Overturn 20.Windshield 20.Windshield HaZ.Mat.Release Haz Mat.Placard Number Class 13 12 11 10 9 21.Trailer 1a 13 12 11 10 9 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 1 Passenger Car 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 13 Stopped in Traffic 5 One-Way Trafficway 1 Level 1 Straight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 1 1 Driver 1 ROBERTTHOMAS DENNEHY 21/Sep/1947 1 Male No Address City State Zip Code 80151 OVERSEAS HWY ISLAMORADA FL 33036 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection D500778473410 FL 21/Sep12022 5 E/Operator 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 2 Operated MV in Careless or Negligent Manner 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 2 1 Driver 2 SCOTT ALAN HESTON 17/Dec/1965 1 Male No Address City State Zip Code 170 CARLSON LOOP WENATCHEE WA 98801-3859 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection WDLBRZ33913B WA 17/Dec12024 5 E/Operator 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 1 No Contributing Action 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Injury Severity Ejection 3 3 Passenger 2 NANCY EILEEN HESTON 20/Nov/1968 2 Female 1 None 1 Not Ejected Address City State Zip Code 170 CARLSON LOOP WENATCHEE WA 98801-3859 921 Page 2 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 16/Mar/2021 08:49 PM 16/Mar/2021 08:49 PM FHPE21OFF012026 88337232 Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 3 1 Used Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported VIOLATIONS Person# Name Florida Statute Number Charge Citation 1 ROBERT THOMAS DENNEHY 316.1925(1) CARELESS DRIVING ACVEGEE NARRATIVE ID Number Rank Name Troop/Post Officer Agency Phone Number Date Created 954 TPR R.GUTIERREZ E FLORIDA HIGHWAY PATROL 305-470-2500 Mar 18,2021 01 was Northbound on US-1 in the outside lane North of Mile Marker 92.V02 was stopped Northbound on US-1 in the outside lane just North of Mile Marker 92.V01 was behind V02.The inside lane was closed due to construction.V01 failed to notice V02 stopped.As a result,V01's front bumper collided with V02's rear bumper.Both ehicles were moved prior to my arrival. REPORTING OFFICER ID/Badge# Rank and Name Department Type of Department 3954 TPR R.GUTIERREZ FLORIDA HIGHWAY PATROL FHP 922 Page 3 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 16IMar12021 08:49 PM 161Mar12021 08:49 PM FHPE21OFF012026 88337232 923 Page 4 of 4 FLORIDA TRAFFIC CRASH REPORT HIGHWAY SAFETY&MOTOR VEHICLES, LONG FORM❑X SHORT FORM ❑ UPDATE TRAFFIC CRASH RECORDS NEIL KIRKMAN BUILDING,TALLAHASSEE,FL 32399-0537 (Electronic Version) Date of Crash Time of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 17/Nov/2022 04:00 PM 17/Nov/2022 04:00 PM 17/Nov/2022 04:37 PM FHP220N0594514 24972407 CRASH IDENTIFIERS County Cade City Code County of Crash Place or City of Crash Within City Limits Time Reported Time Dispatched 38 52 MONROE TAVERNIER No 17/Nov/2022 17/Nov/2022 04:01 PM 04:01 PM Time on Scene Time Cleared Scene Completed Reason(if Investigation NOT Completed) Notified By 17INov/2022 17/Nov/2022 05:07 Yes Law Enforcement 04:01 PM PM ROADWAY INFORMATION Crash Occured On Street,Road,Highway At Street Address# At Lattitude and Longitude US1 (OVERSEAS HWY)NB MM92 25.015960326609999 -80.511430986773107 At Feet Or Miles Direction OFrom Intersection With Street,Road,Highway 0 Or From Milepost# JSO OF GARDEN ST Road System Identifier Type Of Shoulder Type Of Intersection 2 U.S. 1 Paved 1 Not at Intersection CRASH INFORMATION(Check if Pictures Taken) ❑ light Condition r ather Condition Roadway Surface Condition School Bus Related Manner Of Collision 1 Daylight 1 Clear 1 Dry 1 No 4 Sideswipe,same direction First Harmful Event Type First Harmful Event First Harmful Event Location Within Interchange First Harmful Event Relation to Junction 14 1 On Roadway No 1 Non.Junction Contributing Circumstances:Road Contributing Circumstances:Road Contributing Circumstances:Road 1 None Contributing Circumstances:Environment Contributing Circumstances:Environment Contributing Circumstances:Environment 1 None Work Zone Related Crash In Work Zone Type Of Work Zone Workers In Work Zone Law Enforcement In Work Zone 1 No VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 2 1 Vehicle in Transport 1 No PDMC60 FL 01/Jun/2023 No 1C6SRFJT5KN879941 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2019 RAM 1500 TK GRY Disabling 4000 Yes ALL AMERICAN Rotation Insurance Company Insurance Policy Number PROGRESSIVE 957938507 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Cade SHEDRACK C GORDON DOWNS 6101 NW 21ST AVE MIAMI FL 33142-7836 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle �Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North US1(OVERSEAS HWY)NB MM92 45 45 4 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area CommGVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) 3 4 5 6 ' is.u.,de��iage s a s e x.u�der�ariage :114 is ie i� 19.owrtum 19.Overturn 20_Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class2 11 1fl 9 21.Trailer ,z „ m 9 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 3 Pickup 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 1 Straight Ahead 4 Two-Way,Divided, 1 Level 1 Straight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Positive Median Barrier Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 1 1 Vehicle in Transport 1 No 09772F3 CA 31/Oct/2023 No 1N6ED1EJXNN606771 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2022 NISS FRONTIE PK BLU Disabling 3000 Yes ALL AMERICAN Rotation Insurance Company Insurance Policy Number SIXT RENT A CAR LLC SELF INSURED 924 HSMV 90010 S Page 1 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 17/Nov/2022 04:00 PM 17/Nov/2022 04:00 PM FHP220N0594514 24972407 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code SIXT RENT A CAR LLC 1501 NW 49TH ST STE 100 FT LAUDERDALE FL 33309 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North US1(OVERSEAS HWY)NB MM92 35 45 4 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area CommGVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) 4 s ls-u�nd�r fiagv " s a ' 18-ur,d-carriane lL 16 lti 17 y 19.Overturn 1 1� 16 17 y 79.Overturn 20.Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class 14 13 11 11 10 9 21-Trailer 114 13 12 11 m 9 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 3 Pickup 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 3 Turning Left 4 Two-Way,Divided, 1 Level 1 Straight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Positive Median Barrier Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 1 1 Driver 1 MARTIN KAMMERLE 11/May/1989 1 Male 491-627-0757 No Address City State Zip Code N/A DEUTSCHLAND FF 00000 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection A4312793334 FF 11/May/2024 5 E/Operator 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 3 Failed to Yield Right.of.Way 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 2 1 Driver 2 SHEDRACK C GORDON DOWNS 01/Jun/1962 1 Male 954-658-5529 No Address City State Zip Code 6101 NW 21ST AVE MIAMI FL 33142 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection G635783622010 FL 01/Jun/2027 5 E/Operator 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 1 No Contributing Action 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported VIOLATIONS Person# Name Florida Statute Number Charge Citation 1 MARTIN KAMMERLE 316.122 FAIL TO YIELD-TO ONCOMING TRAFFICIVEHICLE AFRKKJE PASSING ON LEFT NARRATIVE 925 Page 2 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 17/Nov/2022 04:00 PM 17/Nov/2022 04:00 PM FHP220N0594514 24972407 ID Number Rank Name Troop/Post Officer Agency Phone Number Date Created 373 TPR LUNA,A E FLORIDA HIGHWAY PATROL 305-470-2500 Nov 26,2022 01 was traveling north in the outside lane on US1 Overseas Hwy at MIA 92 just south of Garden ST.V02 was traveling north in the inside lane on US1 Overseas Hwy at AM 92 just south of Garden ST. D01 failed to observe V02 in the inside lane and D01 made a left turn from the outside lane violating the right of way of V02.The left side of V01 collided with the right side f V02. Upon my arrival V01 and V02 were moved to the right shoulder of US1 facing north. REPORTING OFFICER ID/Badge# Rank and Name Department Type of Department 4373 TPR LUNA,A FHPE FHP 926 Page 3 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 17/Nov/2022 04:00 PM 17/Nov/2022 04:00 PM FHP220N0594514 24972407 US1 (Overseas Hwy) NB Mid 92 Diiagiram Not To Scale 92439 Overseas Hwy Taverrmer, IFL 33070 V02 (Moved from Fina[Rest) ------------ V01(Moved From Fmal Rest), Access Road Vol V02 927 Page 4 of 4 FLORIDA TRAFFIC CRASH REPORT HIGHWAY SAFETY&MOTOR VEHICLES, LONG FORM❑X SHORT FORM ❑ UPDATE TRAFFIC CRASH RECORDS NEIL KIRKMAN BUILDING,TALLAHASSEE,FL 32399-0537 (Electronic Version) Date of Crash Time of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 29/Nov/2022 02:47 PM 29/Nov/2022 02:47 PM 29/Nov/2022 03:16 PM FHP220N0617051 24972409 CRASH IDENTIFIERS County Code City Code County of Crash Place or City of Crash Within City Limits Time Reported Time Dispatched 38 52 MONROE TAVERNIER No 29/Nov/2022 29/Nov/2022 02:47 PM 02:49 PM Time on Scene Time Cleared Scene Completed Reason(if Investigation NOT Completed) Notified By 29/Nov/2022 29/Nov/2022 03:53 Yes Law Enforcement 02:59 PM PM ROADWAY INFORMATION Crash Occured On Street,Road,Highway At Street Address# At Lattitude and Longitude US1 (OVERSEAS HWY)NB MM 92 25.0160186846126 -80.511377632100405 At Feet Or Miles Direction OFrom Intersection With Street,Road,Highway 0 Or From Milepost# 92439 OVERSEAS HWY Road System Identifier Type Of Shoulder Type Of Intersection 2 U.S. 1 Paved 1 Not at Intersection CRASH INFORMATION(Check if Pictures Taken) ❑ light Condition r ather Condition Roadway Surface Condition School Bus Related Manner Of Collision 1 Daylight 1 Clear 1 Dry 1 No 77 Other,Explain in Narrative First Harmful Event Type First Harmful Event First Harmful Event Location Within Interchange First Harmful Event Relation to Junction 34 2 Off Roadway No 1 Non.Junction Contributing Circumstances:Road Contributing Circumstances:Road Contributing Circumstances:Road 1 None Contributing Circumstances:Environment Contributing Circumstances:Environment Contributing Circumstances:Environment 1 None Work Zone Related Crash In Work Zone Type Of Work Zone Workers In Work Zone Law Enforcement In Work Zone 1 No VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 2 1 Vehicle in Transport 1 No INIG05 FL 15/Jan/2024 No 1FADP3H2XJL265857 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2018 FORD FOCUS 4D WHI Functional 4000 No Insurance Company Insurance Policy Number PROGRESSIVE 952673176 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Cade SECUNDINA RODRIGUEZ 15 OAKWOOD AVE KEY LARGO FL 33037-0000 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle �Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North US1(OVERSEAS HWY)NB MM 92 15 45 4 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area CommGVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) Cl,� 12 ' 1&U,de�« cage 3 a s e x.u�der� ri�ge 19.owrtum 19.Overturn 20_Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class eI'l 21.Trailer „ ,n e 21.T a ter Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 1 Passenger Car 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 1 Straight Ahead 4 Two-Way,Divided, 1 Level 1 Straight 3 Collision with Fixed Object 34 Traffic Sign Support Positive Median Barrier Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 34 Traffic Sign Support 43 Ran Off Roadway,Left VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 1 1 Vehicle in Transport 1 No BIS TX 30/Apr/2023 No 5GAERCKW4LJ219848 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2020 BUICK ENCLAV 4D BLK None No Insurance Company Insurance Policy Number STATE FARM INS U107088BO553Z 928 HSMV 90010 S Page 1 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 29/Nov/2022 02:47 PM 29/Nov/2022 02:47 PM FHP220N0617051 24972409 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code PAUL EDWARD SKRENTY 4112 WESTCHESTER DR WACO TX 76710 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North US1(OVERSEAS HWY)NB MM 92 20 45 4 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area Comm GVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) a s s-u„a rran 1 a� 18-ur,d-carriane lL 16 lti 17 y 19.Overturn 1� 16 17 y 79.Overturn 20-Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class 14 13 11 11 10 9 21-Trailer is 13 12 11 m 9 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 16(Sport)Utility Vehicle 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 6 Changing Lanes 4 Two-Way,Divided, 1 Level 1 Straight 2 Collision with Non-Fixed 14 Motor Vehicle in Transport Positive Median Barrier Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 1 1 Driver 1 PAUL EDWARD SKRENTY 01/Jan/1945 1 Male 254-722-1065 No Address City State Zip Code 4112 WESTCHESTER DR WACO TX 76710 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection 14697770 FL 01/Jan/2026 5 E/Operator 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 3 Failed to Yield Right.of.Way 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 2 1 Driver 2 FABIAN CICILIO BEOVIDES 2310ct/2004 1 Male 305-393-1950 No Address City State Zip Code 15 OAKWOOD AVE KEY LARGO FL 33037 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection C241240043830 FL 23/Oct/2028 5 E/Operator 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 1 Left 1 Front 1 Not Applicable Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 1 No Contributing Action 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Injury Severity Ejection 3 3 Passenger 2 JUAN PABLO VILLALOBOS 311Dec/2005 1 Male 1 None 1 Not Ejected Address City State Zip Code 19 JENNY LN KEY LARGO FL 33037 929 Page 2 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 29/Nov/2022 02:47 PM 29/Nov/2022 02:47 PM FHP220N0617051 24972409 Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 Not Applicable 3 1 1 Used Source of Transport to Medical Facility 7ency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported VIOLATIONS Person# Name Florida Statute Number Charge Citation 1 PAUL EDWARD SKRENTY 316.085(2) IMPROPER-CHANGE-OF-LANE/PULLING OUT IN FRONT AFRKKSE OF VEHICLE GOI NON VEHICLE PROPERTY DAMAGE Vehiclel Person#Property Damage-Other Than Vehicle Est.Amount Business Owners Name Address City&State Zip Code STOP SIGN 1000 Yes FDOT 1000 NW FL 33172 NARRATIVE ID Number Rank Name Troop/Post Officer Agency Phone Number Date Created 373 TPR LUNA,A E FLORIDA HIGHWAY PATROL 305-470-2500 Dec D4,2022 01 was traveling north in the outside lane on US1 Overseas Hwy at MIA 92 just south of Garden ST.V02 was traveling north in the inside lane on US1 Overseas Hwy at AM 92 just south of Garden ST. D01 failed to observe V02 in the inside lane and D01 made a left turn from the outside lane violating the right of way of V02.V02 swerved to the left to avoid colliding with 01 and came off of the roadway to the left.V02 traveled in a north western direction and the front end of V02 collided with a stop sign. Upon my arrival V01 was not on scene and V02 remained at final rest facing north west on the left shoulder of US1. REPORTING OFFICER ID/Badge# Rank and Name Department Type of Department 4373 TPR LUNA,A FHPE FHP 930 Page 3 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 29/Nov/2022 02:47 PM 29/Nov/2022 02:47 PM FHP22ON0617051 24972409 US1 (Overseas Hwy), M I I Diagram Not To Scalia 92439 OverseasHwy I Tavernier, FL 33070 I Stop Silign I Vol I I 931 Page 4 of 4 FLORIDA TRAFFIC CRASH REPORT HIGHWAY SAFETY&MOTOR VEHICLES, LONG FORM❑X SHORT FORM ❑ UPDATE TRAFFIC CRASH RECORDS NEIL KIRKMAN BUILDING,TALLAHASSEE,FL 32399-0537 (Electronic Version) Date of Crash Time of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 12/Jun/2023 08:02 AM 12/Jun/2023 08:02 AM 12/Jun/2023 08:14 AM FHP230N0305688 25075918 CRASH IDENTIFIERS County Cade City Code County of Crash Place or City of Crash Within City Limits Time Reported Time Dispatched 38 52 MONROE TAVERNIER No 12/Jun/2023 12/Jun/2023 08:02 AM 08:05 AM Time on Scene Time Cleared Scene Completed Reason(if Investigation NOT Completed) Notified By 12/Jun/2023 12/Jun/2023 08:58 Yes Law Enforcement 08:05 AM AM ROADWAY INFORMATION Crash Occured On Street,Road,Highway At Street Address# At Lattitude and Longitude SR 5(US 1) 25.015959560100701 -80.511426435605003 At Feet Or Miles Direction OFrom Intersection With Street,Road,Highway 0 Or From Milepost# .25 South GARDEN ST Road System Identifier Type Of Shoulder Type Of Intersection 3 State 2 Unpaved 1 Not at Intersection CRASH INFORMATION(Check if Pictures Taken) ❑ light Condition r ather Condition Roadway Surface Condition School Bus Related Manner Of Collision 1 Daylight 1 Clear 1 Dry 1 No 1 Front to Rear First Harmful Event Type First Harmful Event First Harmful Event Location Within Interchange First Harmful Event Relation to Junction 14 1 On Roadway No 1 Non.Junction Contributing Circumstances:Road Contributing Circumstances:Road Contributing Circumstances:Road 1 None Contributing Circumstances:Environment Contributing Circumstances:Environment Contributing Circumstances:Environment 1 None Work Zone Related Crash In Work Zone Type Of Work Zone Workers In Work Zone Law Enforcement In Work Zone 1 No VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 2 1 Vehicle in Transport 1 No BU29AF FL 26/Feb/2024 No JTEBT17R658019019 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2005 TOYOT 4RUNNE UT BLK Functional 3000 No Insurance Company Insurance Policy Number GEICO 6124399764 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Cade SAMANTHA GRAY VONNEGUT 165 SUNRISE DR TAVERNIER FL 33070-0000 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North SR 5(US 1) 4 45 4 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area CommGVWR/GCWR Tra iler Type(trailer one) Trailer Type(trailer two) 4 s ' 18.und­ iage s 4 s e I&Uu ]""'iage i is in r� s 19.owrtum i is rn r� s 19.Overturn 20_Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class „ ,� 9 21.Trailer 4 ,g ,2 „ ,n 9 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 16(Sport)Utility Vehicle 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 1 Straight Ahead 4 Two-Way,Divided, 1 Level 1 Straight 2 Collision with Nan-Fixed 14 Motor Vehicle in Transport Positive Median Barrier Object Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events Third(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed Object 14 Motor Vehicle in Transport VEHICLE(Check if Commercial) ❑ Vehicle Motor Vehicle Type Hit and Run Veh License Number State Reg.Expires Permanent Reg. VIN 1 1 Vehicle in Transport 1 No RUD5R FL 03/Jan/2024 No 5TDXZ3DC1JS915206 Year Make Model Style Color Extent of Damage Est.Damage Towed Due To Damage Vehicle Removed By Rotation 2018 TOYOT SIENNA VN SIL Disabling 10000 Yes WHEATONS SVC CNTR Rotation Insurance Company Insurance Policy Number STATE FARM K966019F3059 932 HSMV 90010 S Page 1 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 12/Jun/2023 08:02 AM 12/Jun/2023 08:02 AM FHP230N0305688 25075918 Name of Vehicle Owner(Check Box If Business) Current Address(Number and Street) City and State Zip Code ANNA ELIZABETH MAXEY 1253 SHORECREST CIR CLERMONT FL 34711-0000 Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles One: Trailer License Number State Reg.Expires Permanent Reg. VIN Year Make Length Axles Two: Vehicle Direction On Street,Road,Highway At Est.Speed Posted Speed Total Lanes Traveling: North SR 5(US 1) 35 45 4 CMV Configuration Cargo Body Type Area of Initial Impact Most Damaged Area CommGVWR/GCWR Trailer Type(trailer one) Trailer Type(trailer two) a s 18-Under fiagv " s a ' 18-ur,d-carriane lL 16 lti 17 y 19.Overturn 1 1� 16 17 O 79'Overturn 20.Windshield 20.Windshield Haz.Mat.Release Haz Mat.Placard Number Class 14 13 11 11 10 I'll I'll 9 21-Trailer is 13 12 11 m 9 21.Trailer Motor Carrier Name US DOT Number Motor Carrier Address City and State Zip Code Phone Number Comm/Non-Commercial Vehicle Body Type Vehicle Defects(one) Vehicle Defects(two) Emergency Vehicle Use Specival Function of MV 2 Passenger Van 1 None 1 No 1 No Special Function Vehicle Maneuver Action Trafficway Roadway Grade Roadway Alignment Most Harmful Event Most Harmful Event Detail 6 Changing Lanes 4 Two-Way,Divided, 1 Level 1 Straight 3 Collision with Fixed Object 39 Other Fixed Object(wall, Positive Median Barrier building,tunnel,etc.) Traffic Control Device For This Vehicle First(1)Sequence of Events Second(2)Sequence of Events IThird(3)Sequence of Events Fourth(4)Sequence of Events 1 No Controls 2 Collision with Non-Fixed 39 Other Fixed Object(wall, Object building,tunne,etc.) 14 Motor Vehicle in Transport PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 1 1 Driver 1 ANNA ELIZABETH MAXEY 03/Jan/1981 2 Female No Address City State Zip Code 1253 SHORECREST CIR CLERMONT FL 34711 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection M200045815030 FL 03/Jan/2029 5 E/Operator 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 1 Left 1 Front Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 3 Failed to Yield Right.of.Way 88 Unknown 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Injury Severity Ejection 3 3 Passenger 1 JOSHUA DANIEL MAXEY 14/Nov/1980 1 Male 1 None 1 Not Ejected Address City State Zip Code 1253 SHORECREST CIR CLERMONT FL 34711-2969 Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 1 Used r�u rce of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Injury Severity Ejection 4 3 Passenger 1 ANDREW LEE 14/Mar/1977 1 Male 1 None 1 Not Ejected Address City State Zip Code 1253 SHORECREST CIR CLERMONT FL 34711 Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 3 2 Used Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported PERSON RECORD Person#Description Vehicle# Name Date of Birth Sex Phone Number Re-Exam 2 1 Driver 2 SAMANTHA GRAY VON NEGUT 26/Feb/1994 2 Female No 933 Page 2 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 12/Jun/2023 08:02 AM 12/Jun/2023 08:02 AM FHP230N0305688 25075918 Address City State Zip Code 165 SUNRISE DR TAVERNIER FL 33070 Driver License Number State Expires DL Type Req.End. Injury Severity Ejection V523787945660 FL 26/Feb/2031 5 E/Operator 3 No Req 1 None 1 Not Ejected Endorsement Restraint System Air Bag Deployed Helmet Use Eye Protection Seating Location Seat Seating Location Row Seating Location Other 3 Shoulder and Lap Belt 2 Not Deployed 1 Left 1 Front Used Drivers Actions at Time of Crash(first) Drivers Actions at Time of Crash(second) Driver Distracted By Vision Obstruction 1 No Contributing Action 1 Not Distracted 1 Vision Not Obscured Drivers Actions at Time of Crash(third) Drivers Actions at Time of Crash(fourth) Drivers Condition at Time of Crash 1 Apparently Normal Suspected Alcohol Use Alcohol Tested Alcohol Test Type Alcohol Test Result BAC Suspected Drug Use Drug Tested Drug Test Type Drug Test Result 1 No 1 Test Not 1 No 1 Test Not Given Given Source of Transport to Medical Facility EMS Agency Name or ID EMS Run Number Medical Facility Transported To 1 Not Transported VIOLATIONS Person# Name Florida Statute Number Charge Citation 1 ANNA ELIZABETH MAXEY 316.085(2) IMPROPER-CHANGE-OF-LANE/PULLING OUT IN FRONT AHK9LWE OF VEHICLE GOI NARRATIVE ID Number Rank Name Troop/Post Officer Agency Phone Number Date Created 2864 TPR C.FRANCO K FLORIDA HIGHWAY PATROL 407-532-6797 Jun 12,2023 01 was traveling north in the right lane on State Road 5(US 1).V02 was traveling north in the left lane on State Road 5.V01 driver attempted to change lanes.V01 raveled into the left lane into the path of V02.V02's front struck the rear of V01.V01 rotated counterclockwise and traveled onto the left shoulder of the roadway striking a rock.V01's rear struck the rock.Vol was at final rest facing in a southeasterly direction on the left shoulder of State Road 5.V02 was moved from final rest prior to my arrival. REPORTING OFFICER ID/Badge# Rank and Name Department Type of Department 2864 TPR C.FRANCO FHPK FHP 934 Page 3 of 4 Date of Crash Date of Report Invest.Agency Report Number HSMV Crash Report Number 121Jun12023 08:02 AM 121Jun12023 08:02 AM FHP23ON0305688 25075918 Rock Final Rest ti A-. t 7 r�1 1 ' State Road 5 S Northbound Lanes Only 2 Diaararn NOT to Scale 935 Page 4 of 4